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Home My WebLink AboutCT 2018-0003; MAGNOLIA BRADY; HYDROLOGY STUDY; 2018-05-29I I I i I I E E E I I • Hydrology Study Magnolia-Brady Brady Circle Carlsbad, California 92008 Prepared For: Magnolia A3, LLC 5 Hoya Street Rancho Mission Viejo, CA 92694 (914) 584-2041 Prepared By: Civil l!andworks Civil Landworks Corporation 110 Copperwood Way Suite P, Oceanside CA, USA 92058 760-908-8745 May 29, 2018 :~:CEIVED JUN 07 Z0f8 r./Tv ';F CARLSBAD I u .. ii'l1NG DIVISION TABLE OF CONTENTS Section INTRODUCTION .......................................................................................................................... 1 DESIGN CRITERIA AND ASSUMPTIONS ................................................................................ 1 DISCUSSION ................................................................................................................................. 2 Existing Conditions ..................................................................................................................... 2 Proposed Conditions ................................................................................................................... 3 ANALYSIS and CONCLUSION ................................................................................................... 5 DECLARATION OF RESPONSIBLE CHARGE ......................................................................... 5 REFERENCES ............................................................................................................................... 6 ATTACHMENTS ATTACHMENT 1-LOCATION MAP ATTACHMENT 2 -PRECIPITATION MAPS AND SOIL MAP ATTACHMENT 3 -EXISTING HYDROLOGY CALCULATIONS ATTACHMENT 4 -PROPOSED HYDROLOGY CALCULATIONS ATTACHMENT 4B-PROPOSED CIVILD CALCULATIONS ATTACHMENT 5 -HYDROLOGY MAP-EXISTING CONDITIONS ATTACHMENT 6-HYDROLOGY MAP-PROPOSED CONDITIONS ------ -------.. .. --- .. - --- ------- • • - -... .. --------- - -- -- .. .. -.. -- -.. 5-29-18 INTRODUCTION Drainage Study Magnolia-Brady Carlsbad, CA Determine storm water runoff and site drainage of a 100 year storm event for the proposed 8 lots subdivision. The project site is located at the intersection of Brady Circle and Magnolia A venue in Carlsbad. The project area is approximately 1.8 acres. The proposed site development consists of removing the existing single-family residential, and AC driveway to prepare the site for the construction of 7 homes on 7 lots, with 1 lot for storm water treatment and detention. Incidental underground utilities, hardscape and site landscaping are also proposed with this development. The site is in a residential area with site elevations range from approximately 158 to 147 free above mean sea level (msl). Although the site has a 10 feet elevation difference, the site has a constant slope and does not exceed slopes of over 25%. See Attachment 1 for the Site Location and Vicinity Maps. DESIGN CRITERIA AND ASSUMPTIONS 1. The site soil classification as hydrologic soil type B and D. See Attachment 2. 2. Per the San Diego County Hydrology Manual (2003) Rainfall Isopluvial Map (See Attachment 2): • 100 Year Rainfall Event -6 hours P6 = 2.6 inches/hour • 100 Year Rainfall Event -24 hours P24 = 4. 7 inches/hour 3. Per the San Diego County Hydrology Manual (2003) Table 3.1: 4. Hydrologic calculations were performed using the CIVILCAD/CIVILDESIGN Engineering software version 7.6 per methods as outlined within the San Diego Hydrology Manual (2003). The hydrology calculations for proposed and existing conditions may be found within the hydrology calculations section of this report. Page 1 5-29-18 EXISTING CONDITIONS DISCUSSION Drainage Study Magnolia-Brady Carlsbad, CA The site is developed with a single-family residence reside on the property. There is offsite runons from the school located to the east of the property draining westerly. The existing condition with comprise of two hydrologic basins, one for the subject property and one for the offsite runons. There is an existing grate inlet located onsite that connects to the public storm system on Brady Circle. Both onsite and offsite drainage currently drains toward the existing grate inlet. B 1 e ow 1s a summary o pre-eve opmen en ena or e SU IJeC f d 1 t ·t · fi th b · t property: TABLE 1: 100 YEAR PRE-DEVELOPMENT CRITERIA Tc Area Node C (Min.) (acre) QlOO (cfs) 102 0.38 16.85 1.902 2.216 TOTAL 1.902 2.216 *The offsite runons has a C value of0.25 and the existing site has a C value of 0.38. Page2 ------ --- - • ------- - • .. ---- ------- -.. .. • --- -.. - ---- - - -.. -.. ------- 5-29-18 PROPOSED CONDITIONS Drainage Study Magnolia-Brady Carlsbad, CA The proposed conditions will consist of 15 basins, see Attachment 6 for proposed drainage patterns. The offsite storm runons will be captured via brow ditches along the easterly property line. Majority of it will be pipe through Lot 5 to an existing public storm system on Brady Circle. A small portion will flow southward and discharges onto Magnolia A venue via sidewalk underdrain. Eight (8) onsite basins will be graded to drain into a biofiltration basin, located in Hydrologic Basin 8 (PR-8), via sheet flow or through storm pipes for treatment and detention. After treatment, storm water will discharge into a proposed storm drain passing through Lot 5 into an existing public storm system on Brady Circle. Storm water will be detained and infiltrated within the biofiltration basin for smaller storm events, while larger storms will overflow into a storm control basin and discharge offsite. A 100-yr emergency overflow outlet located at the south end of the biofiltration basin will be installed to allow storm water to flow west along Lot 7 toward Brady Circle. The other seven (7) onsite basins includes runoffs from the pervious driveway and landscaping in the front yard, which will discharge onto Brady Circle. Ultimately, all proposed improvement drainage onsite and offsite ends up in the same location, the public storm system on Brady Circle, as the existing condition. The proposed hydrologic conditions are summarized below: TABLE 2: 100 YEAR POST-DEVELOPMENT WITHOUT DETENTION CRITERIA Tc Area Node C (Min.) (acre) QlOO (cfs) 904 0.67 6.31 1.627 5.098 112 0.35 5.00 0.044 0.11 122 0.35 5.00 0.035 0.08 132 0.35 5.00 0.035 0.08 142 0.35 5.00 0.035 0.08 152 0.35 5.00 0.036 0.09 162 0.35 5.00 0.044 0.11 172 0.35 5.00 0.044 0.10 TOTAL 1.900 5.748 *The offsite runons has a C value of 0.25 and the propose site varies in C value from 0.35 to Page 3 5-29-18 0.65, with the detention hydrologic basin having a C value of 0.29. Drainage Study Magnolia-Brady Carlsbad, CA The proposed development without detention will increase peak flow rates by 3.532 cfs. The proposed hydrologic conditions are summarized below: TABLE 2: 100 YEAR POST-DEVELOPMENT WITH DETENTION CRITERIA Tc Area Node C (Min.) (acre) 0100 (cfs) 904 0.67 11.51 1.627 1.543 112 0.35 5.00 0.044 0.11 122 0.35 5.00 0.035 0.08 132 0.35 5.00 0.035 0.08 142 0.35 5.00 0.035 0.08 152 0.35 5.00 0.036 0.09 162 0.35 5.00 0.044 0.11 172 0.35 5.00 0.044 0.10 TOTAL 1.900 2.193 The proposed development with detention will decrease peak flow rates by 0.023 cfs. Page4 ------ -- -• --- ---- --• ---------- - -- - .. --- -------- ----- ---.. .. .. - • • -• 5-29-18 ANALYSIS AND CONCLUSION Drainage Study Magnolia-Brady Carlsbad, CA A hydro logic analysis has been conducted for the subject for a 100 year storm event. The main eight (8) hydrologic basins will drain into the biofiltration basin for treatment and detention. The other seven (7) hydrologic basins will be self-retaining and self-mitigating, therefore, no treatment system, but will discharge onto Brady Circle. Detention routing was performed to reduce the proposed improvement flow rates to 0.023 cfs lower than the existing condition. It is anticipated that the proposed development will not result in any adverse impacts to the existing public storm system. DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the County of San Diego and City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: Civil Landworks Corporation 110 Copperwood Way Suite P, Oceanside CA, USA 92058 David V. Caron R.C.E. 70066 Exp. 9-30-18 5-29-18 Date Page 5 5-29-18 REFERENCES 1. City of Carlsbad Storm Water Manual 2008. 2. San Diego County Hydrology Manual (June 2003). 3. San Diego County Drainage Design Manual (July 2005). Drainage Study Magnolia-Brady Carlsbad, CA 4. Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. 5. CIVILCADD/CIVILDESIGN Engineering Software, © 1991-2006 Version 7.6. San Diego County Control Division 2003 Manual Rational Hydrology Study. Page6 ------- - • • -- ---- • - • • ----------- -- - -... ------- .... -------- -- -.. ---.. --- - ATTACHMENT 1 LOCATION MAP -• - ---- • -.. -.. ----- ~'\. "~ cY..~s~ /\ \ 0Al[, 12/26/17 sc.u, 1"•500' \\ SITE VICINITY MAP MAGNOW AVE I ORA• BY: A. GRISWOI.D I I I I I I I I I I I I I I I , I ' I I I t f I I ' I I I I I I I I I I I I - • • • - • .. ... ------- -- ----.. -.. -.. - ATTACHMENT 2 PRECIPITATION MAPS AND SOIL MAP 0 M . " to 0 ..... 0 . • " " to v • ID 0 M 0 to .... 0 ..... ..... I 33•31fll----,::.O.-:r--::a:-:in~efF=t:::::;~~R-__..!-~+---'---'--:----+_..!._-,:__.--.!..__;__--l-----~-----L--------'---L..,!__ __ -Counfy I .-· ..... ..... ..... ..... r ..... ID ..... ..... ID ..... .... SITE LOCATION P6=2.6 • .. :""O ()) (l ,· . ..,,,,. Riverside County . .. .. ,. ' . /., ...... , 33•00• 1 11Ti,---r-t--:--=,~~--t~~::::-:=:-:::EW-F;~+2..:.._.1....:..,H➔-+-~-=-..t;~~=--~.:.c::~--1-~-i---i--t::.t.~~~-il:_~--__::____.....;_.;__..LL., _ _.:.....:.__ .. 32°30' 0 to M .... • " . " ..... .... ..... .... 8 to ..,. . . " ID .... .... .... .... Me 0 (\') (0 .... ..... to ..... 0 <0 ,;-.... 33•30• l 33•00· I -3 "O CD -, n;· ~ 2°45' 32°30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -6 Hours lsopluvial (inches) DPW ~GIS anGIS _,,IW6:_ We Hav~ Sm D11¥11 Covered! ---- N + s 3 0 3 ,...._ THIS-. ,A0\/10EDWIT>l0Uf W>PSW<TY OI' IHt IQND, BT>4ER IEJCl'AESS OR WUED, NCLLDNO. 11/T MDT LMTED TO 1ME U'UED WAAIWffES OI' -MU!Y NiD l'l'T'HES$ RlR A IWl'TIC\AM ~ C-w,t_ ... ....,.. _ _ ,...... ______ ""°'°~ -~--.. --.. --•SNGAO. ----------__ ., __ _ Miles SITE LOCATION P24=4.7 32"30' C> C") 0 ,.,_ ,... ..... C> C") 0 ,-.. ..... ..... io .... . ,-.. ..... ..... io ..... 0 ,-.. ..... ..... IMPERIAi. BEACH. :. Q r 8 . ,-.. .... ... C> 0 0 ,-.. .... ..... io v 0 CD ..... ..... Riverside County io ~ ..... ... . M e X I C> C") . CD ..... ..... ········· ... . . .. io ..... 0 CD .,.. .... . .. ........... ' . ' __ ..... •······ ......... . io ..... .. CD r ..... 33"30' t -3 "O CD .., w· "!""""'! () 0 C ::, -~ 2°45' County of San Diego Hydrology Manual Rainfall Isopluvia/s 100 Year Rainfall Event -24 Hours N 3 0 ~ lsopluvial {inches) DPW GIS THISMAPISPIIOWlEDwmtOUTWNIIIW(NO, N«ICN>.fffl<ERDl'flUS OR IMPUED, INCWDNJ, IUT NOT Ulol1B) TO. Tl<E --WAIIANfflES 0,-...,-CM&JrY~~-A~Nmet.t.Nll'l#OSE. ~-,,. ..... - -..-----... -Rogla,w -~-------_,,_,.,_ ----------,__.,_.., __ _ 3 Miles 33" 9'39'N 33" 9'26"N Hydrologic Soil Group-San Diego County Area, California (Magnolia Ave) Map Scale: 1:2,800 if prirtro en A md9:ape (11" X 8.5") sheet ----=====--------========Metes 0 40 00 100 240 ---====------======Feet 0 100 200 400 fill Map projection: Web Mercator OlmerCD01Unates: WGS84 Edgetic:s: VTM Zone llN WGS84 USDA Natural Resources -r:iiii Conservation Service Web Soil Survey National Cooperative Soil Survey -i 12/26/2017 Page 1 of 4 33" 9'39'N 33" 9' 26" N Hydrologic Soil Group-San Diego County Area, California (Magnolia Ave) MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soil Rating Polygons fll A D AID B 0 8/D □c 0 CID 0 D D Not rated or not available Soil Rating Lines -A -AID -B -8/D -C -CID -D .. ,, Not rated or not available Soil Rating Points ■ A ■ AID ■ B ■ BID USDA Natural Resources --Conservation Service D D C CID II D [] Not rated or not available Water Features Streams and Canals Transportation +++ Rails ....,, Interstate Highways _,_ US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements . Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 12, Sep 13, 2017 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 12/26/2017 Page 2 of 4 - .. • .. ---------.. --------.. -----.. • .. .. .. -- Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group , ,Chesterton-Urban land i complex, 2 to 9 1 MIC--··-----+M-:r-~n-r:_e_l:-~-:-:-Pc_e:-a-rs-e---+1-B- sand, 2 to 9 percent I slopes L__ 1MIE Marina loa~;-coarse ts----- 1 B - sand, 9 to 30 percent j ___________ slope~ ________________ +-__ i Totals for Area of Interest lJSDA Natural Resources :iiiiii Conservation Service Web Soil Survey National Cooperative Soil Survey ~'l--32.71 Magnolia Ave -·---:-::-:-1 51,0% j i --, 24,8%, ----·--" 100.0% i ---- 12/26/2017 Page 3 of 4 Hydrologic Soil Group-San Diego County Area, California ~ Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey Magnolia Ave 12/26/2017 Page 4 of 4 ------------ --- ---------------.. - -- -- - ----------ATTACHMENT 3 - -EXISTING HYDROLOGY CALCULATIONS ------------ .. ----- * I • I I I I t I I a • I I I I I I I t j t I I I t I A t • • i I I AREA CALCULATIONS EXISTING HYDROLOGIC BASINS Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction CValue C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF EX-1 A 0.20 0 0.000 0 0 0 0 0.19 0% 0.00 B 0.25 8,857 0.203 8,857 0 0 0 0.23 12% 0.03 C 0.30 0 0.000 0 0 0 0 0.28 0% 0.00 D 0.35 66,929 1.536 61,898 5,031 0 0 0.33 88% 0.29 Total 75,786 1.740 70,755 5,031 0 0 6.64% 100% 0.32 0.376 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction CValue C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF OFF-1 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 7,057 0.162 7,057 0 0 0 0.25 100% 0.25 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.35 0% 0.00 Total 7,057 0.162 7,057 0 0 0 0.00% 100% 0.25 0.250 10.0 1.0 0.1 10 1246D -basin calcs I I I I I I I 100 1000 Intensity-Duration Design Chart EX-1 Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.38 354.00 ft. slope = 3.080 % *Tc = 16.85 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 P6 = 2.6 in. P 24 = 4.7 in. ------ P 5 I P 24 = 55% ------Adjusted P6= 2.60 in. ------Tc(D)= 16.85 min. I= 3.13 in/hr Basin Flow Calculations Q = 2.05 cfs C = 0.38 I= 3.13 in/hr A= 1.740 ac. 1.s(1.1 -c)Jn 1/s year P6 must be within 45% to 65% of P 24- Adjust P6 as needed. EX-1 10.0 1.0 0.1 10 100 1000 1246D -basin calcs Intensity-Duration Design Chart OFF-1 Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.25 20.00 ft. slope = 38.000 % *Tc = 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in . P24 = 4.7 in . Ps I P24 = 55% Adjusted P6= 2.60 in. Tc (D) = 5.00 min. I= 6.85 in/hr Basin Flow Calculations Q = 0.28 cfs C = 0.25 ------1 = 6.85 in/hr ------A= 0.162 ac. ------ _ 1.s(1.1-c)JD -Vs year P6 must be within 45% to 65% of P24. Adjust P6 as needed. 11 = 7.44P6D -o64sl OFF-1 EX San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 12/28/17 Hydrology study control Information********** Program License serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** USER DEFINED FLOW INFORMATION AT A POINT ***'~ user specified 'c' value of 0.250 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6.85(In/Hr) Total area= 0.162(Ac.) Total runoff= 0.280(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 202.000 to Point/Station 102.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Depth of flow= 0.145(Ft.), Average velocity= 1.172(Ft/s) ******* Irregular channel Data*********** Information entered for subchannel number 1: Point number 'X' coordinate 1 0.00 2 8.00 3 16.00 'Y' coordinate 0.70 0.00 0.70 Manning's 'N' friction factor= 0.035 sub-channel flow = 0.280(CFS) flow top width= 3.305(Ft.) velocity= 1.172(Ft/s) area= 0.239(sq.Ft) Froude number= 0.768 Upstream point elevation= Downstream point elevation= Flow len~th = 173.000(Ft.) Travel time = 2.46 min. 152.400(Ft.) 148.000(Ft.) Time of concentration= 7.46 min. Page 1 - ---------- --- - - - -------.. ------ - ------ • - ---------------- - - - EX 0.280(CFS) Depth of flow= 0.145(Ft.) Average velocity= l.172(Ft/s) Total irregular channel flow= Irregular channel normal depth Average velocity of channel(s) above invert elev.= = l.172(Ft/s) 0.145(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 102.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area= 0.162(Ac.) Runoff from this stream= 0.280(CFS) Time of concentration= 7.46 min. Rainfall intensity= 5.292(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.380 given for subarea Rainfall intensity (I)= 3.129(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 16.85 min. Rain intensity= 3.13(In/Hr) Total area= 1.740(Ac.) Total runoff= 2.050(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.740(Ac.) Runoff from this stream= 2.050(CFS) Time of concentration= 16.85 min. Rainfall intensity= 3.129(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.280 7.46 5.292 2 2.050 16.85 3.129 Qmax(l) 1.000 * 1.000 * 0.280) + 1.000 * 0.443 * 2.050) + = 1.188 Qmax(2) 0.591 * 1.000 * 0.280) + 1.000 * 1.000 * 2.050) + = 2.216 Total of 2 main streams to confluence: Flow rates before confluence point: 0.280 2.050 Maximum flow rates at confluence using above data: 1.188 2.216 Area of streams before confluence: 0.162 1.740 Page 2 EX Results of confluence: Total flow rate= 2.216(CFS) Time of concentration= 16.850 min. Effective stream area after confluence = End of computations, total study area= Page 3 1. 902(Ac.) 1.902 (Ac.) ------- ------ -- --- ---------------.. • ... - ... - -----ATTACHMENT 4 .. -PROPOSED HYDROLOGY CALCULATIONS -- ------- .. .. .. -,. - -- I I I I t I I I I I I I I I I ' I I I I I I I I I • I I I I I AREA CALCULATIONS PROPOSED HYDROLOGIC BASINS Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction CValue CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-1 A 0.20 0 0.000 0 0 0 0 0.10 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.13 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.15 0% 0.00 D 0.35 8,815 0.202 0 4,300 4,515 0 0.18 100% 0.18 Total 8,815 0.202 0 4,300 4,515 0 48.78% 100% 0.18 0.618 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction CValue C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2 A 0.20 0 0.000 0 0 0 0 0.10 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.13 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.15 0% 0.00 D 0.35 8,811 0.202 0 4,300 4,511 0 0.18 100% 0.18 Total 8,811 0.202 0 4,300 4,511 0 48.80% 100% 0.18 0.618 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-3 A 0.20 0 0.000 0 0 0 0 0.10 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.13 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.15 0% 0.00 D 0.35 8,811 0.202 0 4,300 4,511 0 0.18 100% 0.18 Total 8,811 0.202 0 4,300 4,511 0 48.80% 100% 0.18 Q.ill Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % CValue % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-4 A 0.20 0 0.000 0 0 0 0 0.08 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.11 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.13 0% 0.00 D 0.35 7,455 0.171 0 4,300 3,155 0 0.15 100% 0.15 Total 7,455 0.171 0 4,300 3,155 0 57.68% 100% 0.15 !illZ Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious o/o C Value o/o Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-5 A 0.20 0 0.000 0 0 0 0 0.08 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.11 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.13 0% 0.00 D 0.35 7,455 0.171 0 4,300 3,155 0 0.15 100% 0.15 Total 7,455 0.171 0 4,300 3,155 0 57.68% 100% 0.15 0.667 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious o/o C Value o/o Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-6 A 0.20 0 0.000 0 0 0 0 0.08 0% 0.00 B 0.25 1,086 0.025 0 0 1,086 0 0.11 15% 0.02 C 0.30 0 0.000 0 0 0 0 0.13 0% 0.00 D 0.35 6,369 0.146 0 4,300 2,069 0 0.15 85% 0.13 Total 7,455 0.171 0 4,300 3,155 0 57.68% 100% 0.14 !ill1. I I I I I I I I I I . ' I I f I I I I I I I I I I I I I I I I I I I I I I I I t I I I I I I I I I I I t I I I I 1 I I t • I I • i • I I • • • • I I I I Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % CValue % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-7 A 0.20 0 0.000 0 0 0 0 0.09 0% 0.00 B 0.25 3,250 0.075 0 0 3,250 0 0.12 41% 0.05 C 0.30 0 0.000 0 0 0 0 0.14 0% 0.00 D 0.35 4,746 0.109 0 4,300 446 0 0.16 59% 0.10 Total 7,996 0.184 0 4,300 3,696 0 53.78% 100% 0.14 0.627 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-8 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 4,522 0.104 0 0 4,522 0 0.25 64% 0.16 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 2,518 0.058 0 0 2,518 0 0.35 36% 0.13 Total 7,040 0.162 0 0 7,040 0 0.00% 100% 0.29 0.286 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-9 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,915 0.044 0 0 1,411 504 0.35 100% 0.35 Total 1,915 0.044 0 0 1,411 504 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-10 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,915 0.044 0 0 1,419 496 0.35 100% 0.35 Total 1,915 0.044 0 0 1,419 496 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-11 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,915 0.044 0 0 1,421 494 0.35 100% 0.35 Total 1,915 0.044 0 0 1,421 494 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % CValue % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-12 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,544 0.035 0 0 1,144 400 0.35 100% 0.35 Total 1,544 0.035 0 0 1,144 400 0.00% 100% 0.35 0.350 I I I I I I I I I I I I I I I I I I ' ' I I I I I I ' ' I I ' ' ' ' t I I I Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-13 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,544 0.035 0 0 1,139 405 0.35 100% 0.35 Total 1,544 0.035 0 0 1,139 405 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-14 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,544 0.035 0 0 1,144 400 0.35 100% 0.35 Total 1,544 0.035 0 0 1,144 400 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value CValue Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-15 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,571 0.036 0 0 1,170 401 0.35 100% 0.35 Total 1,571 0.036 0 0 1,170 401 0.00% 100% 0.35 0.350 10.0 ', ···"',~·· 1.0 0.1 10 100 1000 12460 -basin calcs_5-22-18 Intensity-Duration Design Chart PR-1 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.62 59.00 ft. slope = 1.000 % *Tc = 6.64 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft tiE = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 Ps = 2.6 in . P24 = 4.7 in. 1.8(1.1 -C}✓D Vs (1 l ~: L 1 r 1ss year P6 must be with in 45% to 65% of P24- Ps / P24 = 55% Adjust P6 as needed. Adjusted P6= 2.60 in. Tc(D)= 6.64 min. 11 = 7.44P6D -o645 I I= 5.71 in/hr Basin Flow Calculations Q= 0.71 cfs IQ=C*f *A I C= 0.62 I= 5.71 in/hr A= 0.202 ac. PR-1 10.0 1.0 0.1 ' ' ···'\;< 12460 -basin calcs_5-22-18 I I I I , .. , .. . I I r ··· I I I I. I I I I I I I I 10 100 1000 Intensity-Duration Design Chart PR-2 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.62 60.00 ft . slope = 1.000 % *Tc = 6.69 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc= #VALUE! min. •• Minimum Tc = 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 p 6 = 2.6 in. P24 = 4.7 in . P5 I P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1-C}fi5 ¼ (''~:L 3rm year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 6.69 min. 11 = 7.44P6D -o64s l I= 5.68 in/hr Basin Flow Calculations Q = 0.71 cfs C = 0.62 IQ=C*f*A I I = 5.68 in/hr A= 0.202 ac. PR-2 10.0 1.0 0.1 I I ' ' ··' .. 1246D -basin calcs_5-22-18 . I ..... , ........... 1 ... .. ,., ............ ·······, .. ·· ••-•·""'· ·······-~---... , .. r··-,;:····, ··~,:· ·x , .. , ······· ·····:····:···1 I I u .. I ~] 10 100 1000 Intensity-Duration Design Chart PR-3 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.62 62.00 ft. slope = 1.000 % *Tc = 6.80 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft 6E = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes 1 Basin Intensity Calculations Tc Tc Selected Frequency, 100 P5 = 2.6 in. P24 = 4.7 in. P5 / P24 = 55% Adjusted P6= 2.60 in. 1.s(1 .1-c}fi5 ¼ (1 1~:L3 rm year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc(D) = 6.80 min. 11 = 7.44P6D -064s l I= 5.62 in/hr Basin Flow Calculations Q= 0.70 cfs jQ=C *f*Ai C= 0.62 I= 5.62 in/hr A= 0.202 ac. PR-3 10.0 1.0 0.1 ' ' " ... ', 1246D -basin calcs_S-22-18 I I ·, I .1 I I I l 10 100 1000 Intensity-Duration Design Chart PR-4 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.67 45.00 ft. slope = 1.000 % *Tc= 5.19 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t:.E = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in . 1.s(1.1 -c}✓15 ¼ (1 1~:l 3 rm year P6 must be within 45% to 65% of P24. Ps I P24 = 55% Adjust P6 as needed. Adjusted P6= 2.60 in. Tc (D) = 5.19 min. 11 = 7.44P6D-o64s l I= 6.69 in/hr Basin Flow Calculations Q= 0.77 cfs IQ=C *f*A I C= 0.67 I= 6.69 in/hr A= 0.171 ac. PR-4 10.0 ~ I PR-5 ----~-----:R·-~···· I ···················••··•·· .... LI Proposed Conditions '-' : '-.. .. Time of Concentration Calculations Overland Flow Method Land Use= Ir = 1.s(1.1 -c)JD C= 0.67 Dist.= 42.00 ft. C Vs slope= 1.000 % *Tc= 5.02 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) D.E = na ft T c = 11 . 9 L L = na ft I , ,.m **Tc = #VALUE! min. ( ll E J ** Minimum Tc = 10 Minutes 1.0 i I I I I I • Basin Intensity Calculations Selected Frequency, 100 year P5 = 2.6 in. P6 must be within P24 = 4.7 in. 45% to 65% of P24- P5 / P24 = 55% Adjust P6 as needed. Adjusted P6= 2.60 in. Tc (D) = 5.02 min. 11 = 7.44P6D -0.64s l I= 6.84 in/hr I ·---I -......... ······~·-·· ....... ,, ..... I . . Basin Flow Calculations I . Q= 0.78 cfs IQ=C*f *A I I -.. I .. C= 0.67 : ', I I= 6.84 in/hr I 0.1 I A= 0.171 ac. 10 100 1000 1246D -basin calcs_S-22-18 Intensity-Duration Design Chart PR-5 10.0 1.0 0.1 '.",, ', 1246D -basin calcs_S-22-18 10 100 '. ~",, 1000 Intensity-Duration Design Chart PR-6 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.67 44.00 ft. slope = 1.000 % *Tc= 5.13 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft ~E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Tc T c Basin Intensity Calculations Selected Frequency, _ 100 P6 = 2.6 in. P24 = 4.7 in. ----P5 I P24 = 55% Adjusted P6= 2.60 in. 1 .8(1.1-C)✓D 1/s ( 1 l ~: L 3 r Jss year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc(D) = 5.13 min. I= 6.73 in/hr 11 = 7.44P6D --064sl Basin Flow Calculations Q = 0.77 cfs C = 0.67 jQ=C*f*AI I = 6.73 in/hr A= 0.171 ac. PR-6 10.0 ', .. '-, .... ', 1.0 0.1 1246D -basin calcs_5-22-18 . I' ., ... Ji ..... . " I I I' JL . I! :: " :1 a: :l IL I! :i I I I! ,· 10 100 1000 Intensity-Duration Design Chart PR-7 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.63 45.00 ft. slope = 1.000 % *Tc = 5.68 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft llE = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Tc Tc Selected Frequency, 100 P5 = 2.6 in. P24 = 4.7 in. 1.s(1.1 -c}Jn Vs (1 '~~ L3 r .Jss year P6 must be within 45% to 65% of P24. P5/P24 = 55% Adjust P6 as needed. Adjusted P6= 2.60 in. Tc(D)= 5.68 min. 11 = 7.44P6D -o64s l I= 6.31 in/hr Basin Flow Calculations Q= 0.73 cfs IQ=C*f *AI C= 0.63 I= 6.31 in/hr A= 0.184 ac. PR-7 10.0 1.0 0.1 1 ' ' . ', ', 1246D -basin calcs_5-22-18 I I I I I I I I 10 100 1000 Intensity-Duration Design Chart PR-8 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.29 12.00 ft . slope = 43.670 % *Tc = 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft tiE = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 P5 = 2.6 in . P24 = 4.7 in . P5 / P24 = 55% Adjusted P6= 2.60 in . 1.s(1.1-c}JD 1/s (1 1~:L J rm year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc(D)= 5.00 min. 11 = 7.44P6D -o64s l I= 6.85 in/hr Basin Flow Calculations Q = 0.32 cfs C = 0.29 IQ=C*f*AI I = 6.85 in/hr A= 0.162 ac. PR-8 10.0 ':\, 1.0 0.1 10 100 1000 1246D -basin calcs_5-22-18 Intensity-Duration Design Chart PR-9 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.35 40.00 ft. slope = 5.070 % *Tc= 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Tc Tc Selected Frequency, 100 p 6 = 2.6 in. P24 = 4.7 in. P5/P24 = 55% Adjusted P6= 2.60 in. 1.s(1.1-c)✓D ¼ (11~:L 3rm year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D -064sl I= 6.85 in/hr Basin Flow Calculations Q = 0.11 cfs C = 0.35 IQ=C*f*AI I = 6.85 in/hr A= 0.044 ac. PR-9 10.0 1.0 0.1 "'\",, ~ I --, . I 1 I I I I _j 1246D -basin calcs_5-22-18 10 100 1000 Intensity-Duration Design Chart PR-10 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.35 41.00 ft . slope= 4.750 % *Tc= 5.14 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft LiE = na ft **Tc= #VALUE! min. •• Minimum Tc= 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 Ps = 2.6 in . P24 = 4.7 in . Ps / P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1-C}✓15 ¼ (ll~:L 3 rm year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.14 min. 11 = 7.44P6D-o.64sl I= 6.73 in/hr Basin Flow Calculations Q = 0.10 cfs C = 0.35 IQ=C*f*AI I = 6.73 in/hr A= 0.044 ac. PR-10 10.0 ',.,, .. 1.0 0.1 10 100 1000 1246D -basin calcs_5-22-18 Intensity-Duration Design Chart PR-11 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.35 41 .00 ft . slope = 5.320 % *Tc = 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft 6E = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 P5 = 2.6 in. P24 = 4.7 in. P5 / P24 = 55% Adjusted P6= 2.60 in. Tc(D)= 5.00 min. I= 6.85 in/hr Basin Flow Calculations Q= 0.11 cfs C= 0.35 I= 6.85 in/hr A= 0.044 ac. _ 1.8(1.1 -C}v'D -1/s (1 1~:L] r .385 year P6 must be within 45% to 65% of P24- Adjust P6 as needed. 11 = 7.44P6D ---064sl IQ=C*f *A I PR-11 10.0 '·'°'·, ', 1.0 0.1 12460 -basin calcs_5-22-18 I I I I I I I I 10 100 1000 Intensity-Duration Design Chart PR-12 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.35 36.00 ft. slope = 4.050 % *Tc = 5.08 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc = #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 p 6 = 2.6 in. P24 = 4.7 in. P5 I P24 = 55% Adjusted P6= 2.60 in. 1.s(1.1 -c)JD Vs (''~:L Jrm year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.08 min. 11 = 7.44P6D -o64s l I= 6.78 in/hr Basin Flow Calculations Q= 0.08 cfs IQ=C*f*A I C= 0.35 I= 6.78 in/hr A= 0.035 ac. PR-12 10.0 1.0 0.1 ' ' .......... ', 1246D -basin calcs_5-22-18 ·················'···················'········1· ···'···1 I • ··+ .... , ..... :.. I ! I I L I : L. + . •"-:I I I I I I I • I I I I I I I 10 100 1000 Intensity-Duration Design Chart PR-13 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.35 36.00 ft. slope = 4.420 % *Tc = 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft LlE = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 Ps = 2.6 in . P24 = 4.7 in . Ps / P24 = 55% Adjusted P6= 2.60 in . 1.8(1.1-C)✓D 1/s (11~~L J r m year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc(D)= 5.00 min. 11 = 7.44P6D -o64s l I= 6.85 in/hr Basin Flow Calculations Q = 0.08 cfs C = 0.35 IQ= C*f*AI I = 6.85 in/hr A= 0.035 ac. PR-13 10.0 1.0 0.1 ' ' ····"····· ', 12460 -basin calcs_5-22-18 10 100 1000 Intensity-Duration Design Chart PR-13 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.35 36.00 ft. slope = 4.890 % *Tc = 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft L'lE = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 Pe= 2.6 in . P24 = 4.7 in . Pe/ P24 = 55% Adjusted P6= 2.60 in . 1.8(1.1-C}✓D ¼ (ll~:L 3r 385 year Pe must be within 45% to 65% of P24. Adjust Pe as needed. Tc (D) = 5.00 min. 11 = 7.44P6D-o64s l I= 6.85 in/hr Basin Flow Calculations Q = 0.08 cfs C = 0.35 IQ=C*f*AI I = 6.85 in/hr A= 0.035 ac. PR-14 10.0 ', ·····',< 1.0 0.1 I I i • I i I I I .. I I I I I I ···• ..... , .... : . I I I I I I ! 1246D -basin calcs_5-22-18 10 100 1000 Intensity-Duration Design Chart PR-15 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.35 36.00 ft. slope = 5.250 % *Tc= 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft ~E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Tc T c Selected Frequency, 100 Pe= 2.6 in. P24 = 4.7 in. Pe I P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1-C'}fi5 1/s (ll~:L3rm year Pe must be within 45% to 65% of P24. Adjust Pe as needed. Tc (D) = 5.00 min. I/= 7.44P6D -o64sl I= 6.85 in/hr Basin Flow Calculations Q = 0.09 cfs C = 0.35 IQ=C*f*AI I = 6.85 in/hr A= 0.036 ac. PR-15 ... .. -.. -------------------... .. - • .. ... .. .. .. • ATTACHMENT 4B PROPOSED CIVILD CALCULATIONS -.. ... ------... ------------------.. - --- PRl San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/30/18 Hydrology study Control Information********** Program License serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'C' value of 0.620 given for subarea Rainfall intensity (I)= 5.705(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 6.64 min. Rain intensity= 5.70(In/Hr) Total area= 0.202(Ac.) Total runoff= 0.710(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation= 152.000(Ft.) Downstream point/station elevation= 150.490(Ft.) Pipe len~th = 89.00(Ft.) slope= 0.0170 Manning's N = No. of pipes= 1 Required pipe flow = 0.710(CFS) Given pipe size= 6.00(In.) calculated individual pipe flow = 0.710(CFS) Normal flow depth in pipe= 4.77(In.) Flow top width inside pipe= 4.85(In.) critical Depth= 5.lO(In.) Pipe flow velocity= 4.24(Ft/s) Travel time through pipe= 0.35 min. Time of concentration (TC)= 6.99 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 stream flow area= 0.202(Ac.) Page 1 PRl 0. 710(CFS) 6.99 min. 5.519(In/Hr) Runoff from this stream= Time of concentration= Rainfall intensity= Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** USER DEFINED FLOW INFORMATION AT A POINT ***'~ user specified 'c' value of 0.620 given for subarea Rainfall intensity (I)= 5.677(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 6.69 min. Rain intensity= 5.68(In/Hr) Total area= 0.202(Ac.) Total runoff= 0.710(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 151.000(Ft.) Downstream point/station elevation= 150.490(Ft.) Pipe len~th = 27.00(Ft.) slope= 0.0189 Manning's N = No. of pipes= 1 Required pipe flow = 0.710(CFS) Given pipe size= 6.00(In.) calculated individual pipe flow = 0.710(CFS) Normal flow depth in pipe= 4.54(In.) Flow top width inside pipe= 5.15(In.) Critical Depth= 5.lO(In.) Pipe flow velocity= 4.46(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC)= 6.79 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.202(Ac.) Runoff from this stream= 0.710(CFS) Time of concentration= 6.79 min. Rainfall intensity= 5.623(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.710 6.99 5. 519 2 0.710 6.79 5.623 Qmax(l) = 1.000 * 1.000 * 0.710) + 0.982 * 1.000 * 0.710) + = 1.407 Qmax(2) = 1.000 * 0.972 * 0.710) + 1.000 * 1.000 * 0.710) + = 1.400 Total of 2 main streams to confluence: Flow rates before confluence point: 0.710 0.710 Page 2 -• .. -.. - -- - -- - -- --- ------ ------ -- ---------- -- -.. -• - .. - PRl Maximum flow rates at confluence using above data: 1.407 1.400 Area of streams before confluence: 0.202 0.202 Results of confluence: Total flow rate= 1.407(CFS) Time of concentration= 6.990 min. Effective stream area after confluence = 0.404(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 150.490(Ft.) Downstream point/station elevation= 149.260(Ft.) Pipe len~th = 62.00(Ft.) slope= 0.0198 Manning's N = No. of pipes= 1 Required pipe flow = l.407(CFS) Given pipe size= 12.00(In.) calculated individual pipe flow = 1.407(CFS) Normal flow depth in pipe= 4.35(In.) Flow top width inside pipe= 11.54(In.) critical Depth= 6.03(In.) Pipe flow velocity= 5.48(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC)= 7.18 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.404(Ac.) Runoff from this stream= 1.407(CFS) Time of concentration= 7.18 min. Rainfall intensity= 5.425(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.620 given for subarea Rainfall intensity (I)= 5.618(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 6.80 min. Rain intensity= 5.62(In/Hr) Total area= 0.202(Ac.) Total runoff= 0.700(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** upstream point/station elevation= Downstream point/station elevation= Pipe len~th 27.00(Ft.) slope= No. of pipes= 1 Required pipe flow Given pipe size= 6.00(In.) Page 3 150.000(Ft.) 149.260(Ft.) 0.0274 Manning's N = 0.700(CFS) 0.013 PRl calculated individual pipe flow = 0.700(CFS) Normal flow depth in pipe= 3.89(In.) Flow top width inside pipe= 5.73(In.) critical Depth= 5.06(In.) Pipe flow velocity= 5.20(Ft/s) Travel time through pipe= 0.09 min. Time of concentration (TC)= 6.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.202(Ac.) Runoff from this stream= 0.700(CFS) Time of concentration= 6.89 min. Rainfall intensity= 5.572(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 1.407 7.18 5.425 2 0.700 6.89 5.572 Qmax(l) = 1.000 * 1.000 * 1.407) + 0.974 * 1.000 * 0.700) + = 2.088 Qmax(2) = 1.000 * 0.959 * 1. 407) + 1.000 * 1.000 * 0.700) + = 2.050 Total of 2 main streams to confluence: Flow rates before confluence point: 1.407 0.700 Maximum flow rates at confluence using above data: 2.088 2.050 Area of streams before confluence: 0.404 0.202 Results of confluence: Total flow rate= 2.088(CFS) Time of concentration= 7.178 min. Effective stream area after confluence = 0.606(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 802.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= 149.260(Ft.) Downstream point/station elevation= 148.200(Ft.) Pipe len~th = 17.00(Ft.) slope= 0.0624 Manning's N = No. of pipes= 1 Required pipe flow = 2.088(CFS) Given pipe size= 12.00(In.) calculated individual pipe flow = 2.088(CFS) Normal flow depth in pipe= 3.96(In.) Flow top width inside pipe= 11.28(In.) critical Depth= 7.4l(In.) Pipe flow velocity= 9.25(Ft/s) Page 4 0.013 ---.. - - ------ - --- --- ----- --- -- .. ... - -.. - -.. .. - --- -- -- --.. .. .. .. -.. - Travel time through pipe Time of concentration (TC) End of computations, total PRl 0.03 min. = 7.21 min. study area= Page 5 0.606 (Ac.) PR4 San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood Control Division 2003 hydrology manual Rational Hydrology study Date: 05/30/18 Hydrology Study control Information********** Program License Serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.670 given for subarea Rainfall intensity (I)= 6.687(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.19 min. Rain intensity= 6.69(In/Hr) Total area= 0.171(Ac.) Total runoff= 0.770(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 stream flow area= 0.171(Ac.) Runoff from this stream 0.770(CFS) Time of concentration= 5.19 min. Rainfall intensity= 6.687(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.670 given for subarea Rainfall intensity (I)= 6.833(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.02 min. Rain intensity= 6.83(In/Hr) Total area= 0.171(Ac.) Total runoff= 0.780(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 1 - -------- - -- ---- -- - ------- ---- - ---... --.. -- ... .. --------- --.. - .. ---.. --- PR4 Process from Point/station 501.000 to Point/Station **'h~ CONFLUENCE OF MAIN STREAMS '~*** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.171(Ac.) Runoff from this stream= 0.780(CFS) Time of concentration= 5.02 min. Rainfall intensity= 6.833(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.770 5.19 6.687 2 0.780 5.02 6.833 Qmax(l) 1.000 * 1.000 * 0. 770) + 0.979 ,~ 1.000 * 0.780) + = 1. 533 Qmax(2) 1.000 * 0.967 * 0.770) + 1.000 * 1.000 * 0.780) + = 1. 525 Total of 2 main streams to confluence: Flow rates before confluence point: 0.770 0.780 Maximum flow rates at confluence using above data: 1.533 1.525 Area of streams before confluence: 0.171 0.171 Results of confluence: Total flow rate= 1.533(CFS) Time of concentration= 5.190 min. Effective stream area after confluence = End of computations, total study area= Page 2 0.342(Ac.) 0. 342 (Ac.) 802.000 PR6 San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 05/30/18 Hydrology Study control Information********** Program License serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'C" value of 0.670 given for subarea Rainfall intensity (I)= 6.738(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.13 min. Rain intensity= 6.74(In/Hr) Total area= 0.171(Ac.) Total runoff= 0.770(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area= 0.171(Ac.) Runoff from this stream 0.770(CFS) Time of concentration= 5.13 min. Rainfall intensity= 6.738(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.630 given for subarea Rainfall intensity (I)= 6.309(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.68 min. Rain intensity= 6.31(In/Hr) Total area= 0.184(Ac.) Total runoff= 0.730(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 1 ---• -• -------.. ---------- - --- ---• - --------- --- .. ----- -- • - -- PR6 Process from Point/Station 701.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.184(Ac.) Runoff from this stream= 0.730(CFS) Time of concentration= 5.68 min. Rainfall intensity= 6.309(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.770 5.13 6.738 2 0.730 5.68 6.309 Qmax(l) = 1.000 * 1. 000 ,~ 0. 770) + 1.000 * 0.903 ,~ 0.730) + = 1.429 Qmax(2) = 0.936 * 1. 000 ,~ 0.770) + 1.000 * 1.000 * 0.730) + 1.451 Total of 2 main streams to confluence: Flow rates before confluence point: 0.770 0.730 Maximum flow rates at confluence using above data: 1.429 1.451 Area of streams before confluence: 0.171 0.184 Results of confluence: Total flow rate= 1.451(CFS) Time of concentration= 5.680 min. Effective stream area after confluence = End of computations, total study area= Page 2 0. 355(Ac.) 0. 355 (Ac.) 802.000 PR8 San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 05/30/18 Hydrology Study control Information********** Program License Serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.290 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6.85(In/Hr) Total area= 0.162(Ac.) Total runoff= 0.320(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.162(Ac.) Runoff from this stream= 0.320(CFS) Time of concentration= 5.00 min. Rainfall intensity= 6.850(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'c' value of 0.620 given for subarea Rainfall intensity (I)= 5.410(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 7.21 min. Rain intensity= 5.41(In/Hr) Total area= 0.606(Ac.) Total runoff= 2.088(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 1 ----- -- - --------- --- ---- ------ - ------ ---- ---------.. --- -.. • -.. .. --.. PR8 Process from Point/Station 303.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS '~*** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.606(Ac.) Runoff from this stream= 2.088(CFS) Time of concentration= 7.21 min. Rainfall intensity= 5.410(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802.000 '~*** USER DEFINED FLOW INFORMATION AT A POINT *'~** user specified 'c' value of 0.670 given for subarea Rainfall intensity (I)= 6.687(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.19 min. Rain intensity= 6.69(In/Hr) Total area= 0.342(Ac.) Total runoff= 1.533(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 0.342(Ac.) Runoff from this stream= 1.533(CFS) Time of concentration= 5.19 min. Rainfall intensity= 6.687(In/Hr) Program is now starting with Main Stream No. 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'C' value of 0.670 given for subarea Rainfall intensity (I)= 6.309(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.68 min. Rain intensity= 6.3l(In/Hr) Total area= 0.355(Ac.) Total runoff= l.451(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/station 802.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main stream number: 4 Stream flow area= 0.355(Ac.) Runoff from this stream= 1.451(CFS) Time of concentration= 5.68 min. Rainfall intensity= 6.309(In/Hr) summary of stream data: Stream No . Flow rate (CFS) TC (min) Page 2 Rainfall Intensity (In/Hr) PR8 1 0.320 5.00 6.850 2 2.088 7 .21 5 .410 3 1. 533 5.19 6.687 4 1.451 5.68 6.309 Qmax(l) = 1.000 * 1.000 * 0.320) + 1.000 * 0.693 * 2.088) + 1.000 * 0.963 * 1. 533) + 1.000 * 0.880 ,~ 1. 451) + = 4.522 Qmax(2) = 0.790 * 1.000 * 0.320) + 1.000 ,~ 1.000 * 2.088) + 0.809 * 1.000 * 1. 533) + 0.857 * 1.000 * 1.451) + = 4.825 Qmax(3) = 0.976 * 1.000 * 0.320) + 1.000 * 0.720 * 2.088) + 1.000 * 1.000 * 1. 533) + 1.000 * 0.914 * 1. 451) + = 4.674 Qmax(4) = 0.921 * 1.000 * 0.320) + 1.000 * 0.788 * 2.088) + 0.943 * 1.000 * 1.533) + 1.000 * 1.000 * 1.451) + = 4.837 Total of 4 main streams to confluence: Flow rates before confluence point: 0.320 2.088 1.533 1.451 Maximum flow rates at confluence using above data: 4.522 4.825 4.674 4.837 Area of streams before confluence: 0.162 0.606 0.342 0.355 Results of confluence: Total flow rate= 4.837(CFS) Time of concentration= 5.680 min. Effective stream area after confluence = 1.465 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 802.000 to Point/Station 903.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** upstream point/station elevation= 144.390(Ft.) Downstream point/station elevation= 144.190(Ft.) Pipe len~th = 5.00(Ft.) Slope= 0.0400 Manning's N = No. of pipes= 1 Required pipe flow = 4.837(CFS) Given pipe size= 12.00(In.) calculated individual pipe flow = 4.837(CFS) Normal flow depth in pipe= 7.25(In.) Flow top width inside pipe= ll.74(In.) critical Depth= 10.89(In.) Pipe flow velocity= 9.75(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC)= 5.69 min. End of computations, total study area= Page 3 1.465 (Ac.) 0.013 -.. -- • • - ---.. --------------- ---------- • • - - - - • • .. -----.. - - • - - • • - .. -- OFFSITE San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 05/30/18 ********* Hydrology Study control Information********** Program License serial Number 6313 Rational hydrolo9y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 901.000 to Point/Station 902.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.250 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6.85(In/Hr) Total area= 0.162(Ac.) Total runoff= 0.280(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 903.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** upstream point/station elevation= 144.340(Ft.) Downstream point/station elevation= 144.190(Ft.) Pipe len9th = 16.00(Ft.) slope= 0.0094 Manning's N = No. of pipes= 1 Required pipe flow = 0.280(CFS) Given pipe size= 12.00(In.) calculated individual pipe flow = 0.280(CFS) Normal flow depth in pipe= 2.3l(In.) Flow top width inside pipe= 9.47(In.) critical Depth= 2.61(In.) Pipe flow velocity= 2.64(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) 5.10 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 903.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 stream flow area= 0.162(Ac.) Page 1 OFFSITE 0.280(CFS) 5.10 min. 6.763(In/Hr) Runoff from this stream= Time of concentration= Rainfall intensity= Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'C' value of 0.670 given for subarea Rainfall intensity (I)= 6.302(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.69 min. Rain intensity= 6.30(In/Hr) Total area= 1.465(Ac.) Total runoff= 4.837(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area= 1.465(Ac.) Runoff from this stream= 4.837(CFS) Time of concentration= 5.69 min. Rainfall intensity= 6.302(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.280 5.10 6.763 2 4.837 5.69 6.302 Qmax(l) = 1.000 ,~ 1.000 * 0.280) + 1.000 * 0.896 * 4.837) + = 4.616 Qmax(2) = 0.932 * 1.000 * 0.280) + 1.000 * 1.000 * 4.837) + = 5.098 Total of 2 main streams to confluence: Flow rates before confluence point: 0.280 4.837 Maximum flow rates at confluence using above data: 4.616 5.098 Area of streams before confluence: 0.162 1.465 Results of confluence: Total flow rate= 5.098(CFS) Time of concentration= 5.690 min. Effective stream area after confluence 1. 627(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 903.000 to Point/Station 904.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= Downstream point/station elevation= Page 2 144.190(Ft.) 142.320(Ft.) ---• ------ • -• .. -------- --- ------ --• • ------------------- - -- • • OFFSITE Pipe len9th = 208.00(Ft.) Slope= 0.0090 Manning's N = No. of pipes= 1 Required pipe flow = 5.098(CFS) Given pipe size= 15.00(In.) calculated individual pipe flow = 5.098(CFS) Normal flow depth in pipe= 10.45(In.) Flow top width inside pipe= 13.79(In.) critical Depth= 10.98(In.) Pipe flow velocity= 5.58(Ft/s) Travel time through pipe= 0.62 min. Time of concentration (TC)= 6.31 min. End of computations, total study area= 1.627 (Ac.) Page 3 0.013 PR8HYD San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2012 version 7.9 Rational method hydrology program based on San Diego county Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/30/18 ********* Hydrology Study control Information********** Program License serial Number 6313 Rational hydrolo9y study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.290 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6.85(In/Hr) Total area= 0.162(Ac.) Total runoff= 0.320(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area= 0.162(Ac.) Runoff from this stream= 0.320(CFS) Time of concentration= 5.00 min. Rainfall intensity= 6.850(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'c' value of 0.620 given for subarea Rainfall intensity (I)= 5.410(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 7.21 min. Rain intensity= 5.41(In/Hr) Total area= 0.606(Ac.) Total runoff= 2.088(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 1 .. - -., -• .. ------ - - -------------- - .. ----- - -- ----------- - --.. - • ---- PR8HYD Process from Point/Station 303.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS '~*'~* The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.606(Ac.) Runoff from this stream= 2.088(CFS) Time of concentration= 7.21 min. Rainfall intensity= 5.410(In/Hr) Program is now starting with Main Stfeam No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.670 given for subarea Rainfall intensity (I)= 6.687(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.19 min. Rain intensity= 6.69(In/Hr) Total area= 0.342(Ac.) Total runoff= 1.533(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main stream is listed: In Main Stream number: 3 Stream flow area= 0.342(Ac.) Runoff from this stream= 1.533(CFS) Time of concentration= 5.19 min. Rainfall intensity= 6.687(In/Hr) Program is now starting with Main Stream No. 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 802.000 *'~** USER DEFINED FLOW INFORMATION AT A POINT **** user specified 'C' value of 0.670 given for subarea Rainfall intensity (I)= 6.309(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.68 min. Rain intensity= 6.31(In/Hr) Total area= 0.355(Ac.) Total runoff= 1.451(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 802.000 **** CONFLUENCE OF MAIN STREAMS *'~*'~ The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area= 0.355(Ac.) Runoff from this stream= 1.451(CFS) Time of concentration= 5.68 min. Rainfall intensity= 6.309(In/Hr) summary of stream data: Stream No . Flow rate (CFS) TC (min) Page 2 Rainfall Intensity (In/Hr) PR8HYD 1 0.320 5.00 6.850 2 2.088 7.21 5 .410 3 1. 533 5.19 6.687 4 1.451 5.68 6.309 Qmax(l) = 1.000 * 1.000 * 0.320) + 1.000 * 0.693 * 2.088) + 1.000 * 0.963 * 1. 533) + 1.000 * 0.880 ,~ 1. 451) + = 4. 522 Qmax(2) = 0.790 * 1.000 * 0.320) + 1.000 * 1.000 * 2.088) + 0.809 * 1.000 * 1. 533) + 0.857 * 1.000 * 1.451) + = 4.825 Qmax(3) = 0.976 * 1.000 * o. 320) + 1.000 * 0.720 * 2.088) + 1.000 * 1.000 * 1. 533) + 1.000 * 0.914 * 1.451) + = 4.674 Qmax(4) = 0.921 * 1.000 * 0.320) + 1.000 * 0.788 * 2.088) + 0.943 * 1.000 * 1. 533) + 1.000 * 1.000 * 1.451) + = 4.837 Total of 4 main streams to confluence: Flow rates before confluence point: 0.320 2.088 1.533 1.451 Maximum flow rates at confluence using above data: 4.522 4.825 4.674 4.837 Area of streams before confluence: 0.162 0.606 0.342 0.355 Results of confluence: Total flow rate= 4.837(CFS) Time of concentration= 5.680 min. Effective stream area after confluence = 1.465(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903.000 **** 6 HOUR HYDROGRAPH **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data -Section 6, San Diego County Hydrology manual, June 2003 Time of concentration= 5.68 Basin Area= 1.47 Acres 6 Hour Rainfall= Runoff coefficient Peak Dischar!;Je = Time (M1 n) 0 5 10 15 20 25 30 35 40 2.600 Inches = 0.607 4.84 CFS Discharge (CFS) 0.000 0.138 0.139 0.142 0.143 0.146 0.147 0.150 0.152 Page 3 - ---• -- -------- --------- -----• -.. ... .. PR8HYD 45 0.155 -50 0.157 55 0.160 -60 0.162 65 0.166 70 0.168 -75 0.172 -80 0.175 85 0.179 90 0.182 -95 0.187 100 0.190 -105 0.196 110 0.199 -115 0.205 120 0.209 -125 0.216 130 0.220 -135 0.229 140 0.234 -145 0.244 150 0.249 --155 0.261 160 0.268 -165 0.282 170 0.290 175 0.308 -180 0.319 185 0.342 -190 0.355 195 0.386 -200 0.404 205 0.448 -210 0.475 215 0. 544 -220 0. 590 225 0. 722 -230 0.822 235 1.207 -240 1. 700 245 4.837 -250 0.968 255 0.648 260 0. 507 .. 265 0.424 -270 0.369 275 0.330 280 0.299 .. 285 0.275 290 0.255 .. 295 0.239 300 0.225 -305 0.213 310 0.202 .. 315 0.193 320 0.184 .. 325 0.177 330 0.170 • 335 0.164 340 0.159 .. 345 0.153 350 0.149 -355 0.144 Page 4 41 .. -• 360 365 0.140 0.137 PR8HYD ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 -H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 1 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 1. 2 2.4 0+ 0 0+ 1 0+ 2 0+ 3 0+ 4 0+ 5 0+ 6 0+ 7 0+ 8 0+ 9 0+10 0+11 0+12 0+13 0+14 0+15 0+16 0+17 0+18 0+19 0+20 0+21 0+22 0+23 0+24 0+25 0+26 0+27 0+28 0+29 0+30 0+31 0+32 0+33 0+34 0+35 0+36 0+37 0+38 0+39 0+40 0+41 0+42 0+43 0+44 0+45 0+46 0+47 0+48 0+49 0+50 0+51 0.0000 0.0000 0.0001 0.0002 0.0004 0.0006 0.0008 0.0009 0.0011 0.0013 0.0015 0.0017 0.0019 0.0021 0.0023 0.0025 0.0027 0.0029 0.0031 0.0033 0.0035 0.0037 0.0039 0.0041 0.0043 0.0045 0.0047 0.0049 0.0051 0.0053 0.0055 0.0057 0.0059 0.0061 0.0063 0.0065 0.0067 0.0069 0.0071 0.0073 0.0075 0.0078 0.0080 0.0082 0.0084 0.0086 0.0088 0.0090 0.0092 0.0095 0.0097 0.0099 0.00 Q 0.03 Q 0.06 Q 0.08 Q 0.11 Q 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.14 VQ 0.15 VQ 0.15 VQ 0.15 IQ 0.15 IQ 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.16 Q 0.16 Q 0.16 IQ 0.16 IQV 0.16 IQV 0.16 IQV 0.16 IQV Page 5 3.6 4.8 --- -• • --- .. - ------ - ------------ -.. --PR8HYD 0+52 0.0101 0.16 QV -0+53 0.0103 0.16 QV 0+54 0.0106 0.16 QV -0+55 0.0108 0.16 QV 0+56 0.0110 0.16 QV -0+57 0.0112 0.16 QV 0+58 0.0114 0.16 QV , .. 0+59 0.0117 0.16 QV 1+ 0 0.0119 0.16 QV 1+ 1 0.0121 0.16 QV -1+ 2 0.0123 0.16 QV 1+ 3 0.0126 0.16 QV -1+ 4 0.0128 0.17 QV 1+ 5 0.0130 0.17 QV -1+ 6 0.0133 0.17 QV 1+ 7 0.0135 0.17 QV -1+ 8 0.0137 0.17 QV 1+ 9 0.0139 0.17 Q V -1+10 0.0142 0.17 IQ V 1+11 0.0144 0.17 IQ V -1+12 0.0146 0.17 IQ V 1+13 0.0149 0.17 IQ V -1+14 0.0151 0.17 Q V 1+15 0.0153 0.17 Q V -1+16 0.0156 0.17 Q V 1+17 0.0158 0.17 Q V 1+18 0.0161 0.17 Q V -1+19 0.0163 0.17 Q V -1+20 0.0165 0.17 Q V 1+21 0.0168 0.18 Q V 1+22 0.0170 0.18 Q V -1+23 0.0173 0.18 Q V 1+24 0.0175 0.18 Q V -1+25 0.0178 0.18 Q V 1+26 0.0180 0.18 Q V -1+27 0.0183 0.18 Q V 1+28 0.0185 0.18 Q V -1+29 0.0188 0.18 Q V 1+30 0.0190 0.18 Q V 0-1+31 0.0193 0.18 Q V 1+32 0.0195 0.18 Q V -1+33 0.0198 0.18 Q V 1+34 0.0200 0.19 Q V -1+35 0.0203 0.19 Q V 1+36 0.0205 0.19 Q V • 1+37 0.0208 0.19 Q V 1+38 0.0211 0.19 Q V 1+39 0 .0213 0.19 Q V -1+40 0.0216 0.19 Q V 1+41 0.0219 0.19 Q V -1+42 0.0221 0.19 Q V 1+43 0.0224 0.19 Q V .. 1+44 0.0226 0.19 Q V 1+45 0.0229 0.20 Q V -1+46 0.0232 0.20 Q V 1+47 0.0235 0.20 Q V -1+48 0.0237 0.20 Q V 1+49 0.0240 0.20 Q V ,. 1+50 0.0243 0.20 Q V 1+51 0.0246 0.20 Q V -1+52 0.0248 0.20 Q V 1+53 0.0251 0.20 Q V .. 1+54 0.0254 0.20 Q V I Page 6 .. ,. -- ., • - PR8HYD • 1+55 0.0257 0.21 Q V 1+56 0.0260 0.21 Q V -1+57 0.0262 0. 21 Q V 1+58 0.0265 0.21 Q V • 1+59 0.0268 0.21 Q V 2+ 0 0.0271 0.21 Q V • 2+ 1 0.0274 0.21 Q V 2+ 2 0.0277 o. 21 Q V .. 2+ 3 0.0280 0. 21 Q V 2+ 4 0.0283 0.21 Q V ., 2+ 5 0.0286 0.22 Q V 2+ 6 0.0289 0.22 Q V -2+ 7 0.0292 0.22 Q V 2+ 8 0.0295 0.22 Q V -2+ 9 0.0298 0.22 Q V 2+10 0.0301 0.22 Q V • 2+11 0.0304 0.22 Q V 2+12 0.0307 0.22 Q V 2+13 0.0310 0.23 Q V ., 2+14 0.0313 0.23 Q V -2+15 0.0316 0.23 Q V 2+16 0.0320 0.23 Q V 2+17 0.0323 0.23 Q V -2+18 0.0326 0.23 Q V 2+19 0.0329 0.23 Q V -2+20 0.0332 0.23 Q V 2+21 0.0336 0.24 Q V -2+22 0.0339 0.24 Q V 2+23 0.0342 0.24 Q V -2+24 0.0345 0.24 Q V 2+25 0.0349 0.24 Q V -2+26 0.0352 0.24 Q V 2+27 0.0356 0.25 Q V -2+28 0.0359 0.25 Q V 2+29 0.0362 0.25 Q V ., 2+30 0.0366 0.25 Q V 2+31 0.0369 0.25 Q V -2+32 0.0373 0.25 Q V 2+33 0.0376 0.26 Q V 2+34 0.0380 0.26 Q V -2+35 0.0384 0.26 Q V 2+36 0.0387 0.26 Q V -2+37 0.0391 0.26 Q V 2+38 0.0394 0.27 Q V -2+39 0.0398 0.27 Q V 2+40 0.0402 0.27 Q V -2+41 0.0406 0.27 Q V 2+42 0.0409 0.27 Q V -2+43 0.0413 0.28 Q V 2+44 0.0417 0.28 Q V -2+45 0.0421 0.28 Q V 2+46 0.0425 0.28 Q V -2+47 0.0429 0.29 Q V 2+48 0.0433 0.29 Q VI -2+49 0.0437 0.29 Q V 2+50 0.0441 0.29 Q V 2+51 0.0445 0.29 Q V -2+52 0.0449 0.30 Q V 2+53 0.0453 0.30 Q V -2+54 0.0457 0.30 Q V 2+55 0.0461 0.31 Q V -2+56 0.0466 0.31 Q V 2+57 0.0470 0.31 Q V -Page 7 ---- - • • -PR8HYD 2+58 0.0474 0.31 Q V -2+59 0.0479 0.32 Q V 3+ 0 0.0483 0.32 Q V --3+ 1 0.0487 0.32 Q V 3+ 2 0.0492 0.33 Q V 3+ 3 0.0497 0.33 Q V -3+ 4 0.0501 0.34 Q V -3+ 5 0.0506 0.34 Q IV 3+ 6 0.0511 0.34 Q IV 3+ 7 0.0515 0.35 Q IV -3+ 8 0.0520 0.35 Q IV 3+ 9 0.0525 0.35 Q IV -3+10 0.0530 0.35 Q IV 3+11 0.0535 0.36 Q IV -3+12 0.0540 0.37 Q IV 3+13 0.0545 0.37 Q IV -3+14 0.0550 0.38 Q V 3+15 0.0556 0.39 Q V -3+16 0.0561 0.39 Q V 3+17 0.0566 0.39 Q V .. 3+18 0.0572 0.40 Q V 3+19 0.0577 0.40 Q V -3+20 0.0583 0.40 Q V 3+21 0.0589 0.41 Q V .... 3+22 0.0595 0.42 Q V 3+23 0.0600 0.43 Q V 3+24 0.0606 0.44 Q V -3+25 0.0613 0.45 Q V 3+26 0.0619 0.45 Q V -3+27 0.0625 0.46 Q V 3+28 0.0632 0.46 Q V -3+29 0.0638 0.47 Q V 3+30 0.0645 0.47 Q V -3+31 0.0651 0.49 Q V 3+32 0.0658 0. 50 Q V -3+33 0.0665 0. 52 Q V 3+34 0.0673 0. 53 Q V -3+35 0.0680 0. 54 Q V 3+36 0.0688 0.55 Q V -3+37 0.0696 o. 56 Q V 3+38 0.0703 0. 57 Q V -3+39 0.0711 0. 58 Q V 3+40 0.0720 0. 59 Q V 3+41 0.0728 0.62 Q V -3+42 0.0737 0.64 Q V • 3+43 0.0746 0.67 Q V 3+44 0.0756 0.70 Q V 3+45 0.0766 0. 72 Q V -3+46 0.0776 0.74 Q V 3+47 0.0786 0.76 Q V • 3+48 0.0797 0.78 Q V 3+49 0.0808 0.80 Q V • 3+50 0.0820 0.82 Q V 3+51 0.0832 0.90 Q V .. 3+52 0.0845 0.98 Q V 3+53 0.0860 1.05 Q V • 3+54 0.0875 1.13 Q VI 3+55 0.0892 1.21 Q VI .. 3+56 0.0910 1. 31 Q VI 3+57 0.0929 1.40 IQ V -• 3+58 0.0950 1.50 I Q V 3+59 0.0972 1.60 I Q IV .. 4+ 0 0.0996 1. 70 I Q IV Page 8 , . .. -- ~ .... ~-·------~------- PR8HYD -4+ 1 0.1028 2. 33 Q V I 4+ 2 0.1068 2.95 VQ I -4+ 3 0.1118 3.58 V Q 4+ 4 0.1176 4.21 V Q -4+ 5 0.1242 4.84 I V Q 4+ 6 0.1298 4.06 I V Q -4+ 7 0.1344 3.29 I Q V 4+ 8 0.1378 2.52 Q V -4+ 9 0.1402 1. 74 Q V 4+10 0.1415 0.97 Q V -4+11 0.1428 0.90 Q V 4+12 0.1440 0.84 Q V -4+13 0.1450 0.78 Q V 4+14 0.1460 0.71 Q V -4+15 0.1469 0.65 Q V 4+16 0 .1477 0.62 Q V ., 4+17 0.1486 0. 59 Q V 4+18 0.1493 0. 56 Q V 4+19 0.1501 0. 53 Q V ., 4+20 0.1508 0. 51 Q V 4+21 0.1514 0.49 Q V ., 4+22 0.1521 0.47 Q V 4+23 0.1527 0.46 Q V -4+24 0.1533 0.44 Q V 4+25 0.1539 0.42 Q V -4+26 0.1545 0.41 Q V 4+27 0.1550 0.40 Q V -4+28 0.1556 0.39 Q V 4+29 0.1561 0.38 Q V ., 4+30 0.1566 0.37 Q V 4+31 0.1571 0.36 Q V -4+32 0.1576 0.35 Q V 4+33 0.1581 0.35 Q V -4+34 0.1585 o. 34 Q V 4+35 0.1590 0.33 Q V 4+36 0.1594 0.32 Q V -4+37 0.1599 0.32 Q V -4+38 0.1603 0.31 Q V 4+39 0.1607 0.31 Q V 4+40 0.1611 0.30 Q V -4+41 0.1615 0.29 Q V 4+42 0.1619 0.29 Q V -4+43 0.1623 0.28 Q V 4+44 0.1627 0.28 Q V -4+45 0.1631 0.27 Q V 4+46 0.1635 0.27 Q V -4+47 0.1638 0.27 Q V 4+48 0.1642 0.26 Q V -4+49 0.1646 0.26 Q V 4+50 0.1649 0. 26 Q V -4+51 0.1653 0.25 Q V 4+52 0.1656 0.25 Q V -4+53 0.1659 0.25 Q V 4+54 0.1663 0.24 Q V ., 4+55 0.1666 0.24 Q V 4+56 0.1669 0.24 Q V 4+57 0.1672 0.23 Q V ., 4+58 0.1676 0.23 Q V 4+59 0.1679 0.23 Q V ., 5+ 0 0.1682 0.22 Q V 5+ 1 0.1685 0.22 Q V -5+ 2 0.1688 0.22 Q V 5+ 3 0.1691 0.22 Q V -Page 9 -I --- .. • --PR8HYD 5+ 4 0.1694 0. 21 Q V .. 5+ 5 0.1697 o. 21 Q V 5+ 6 0.1700 0.21 Q V .. 5+ 7 0.1703 0.21 Q V 5+ 8 0.1705 0.21 Q V .. 5+ 9 0.1708 0.20 Q V 5+10 0.1711 0.20 Q V -5+11 0.1714 0.20 Q V 5+12 0.1717 0.20 Q V 5+13 0.1719 0.20 Q V -5+14 0.1722 0.19 Q V 5+15 0.1725 0.19 Q V -5+16 0.1727 0.19 Q V 5+17 0.1730 0.19 Q V .. 5+18 0.1732 0.19 Q V 5+19 0.1735 0.19 Q V .. 5+20 0.1737 0.18 Q V 5+21 0.1740 0.18 Q V -5+22 0.1743 0.18 Q V 5+23 0.1745 0.18 Q V -5+24 0.1747 0.18 Q V 5+25 0.1750 0.18 Q V -5+26 0.1752 0.18 Q V 5+27 0.1755 0.17 Q V -5+28 0.1757 0.17 Q V 5+29 0.1759 0.17 Q V 5+30 0.1762 0.17 Q V -5+31 0.1764 0.17 IQ V 5+32 0.1766 0.17 Q V -5+33 0.1769 0.17 Q V 5+34 0.1771 0.17 Q V .... 5+35 0.1773 0.16 Q V 5+36 0.1776 0.16 Q V -5+37 0.1778 0.16 Q V 5+38 0.1780 0.16 Q V -5+39 0.1782 0.16 Q V 5+40 0.1784 0.16 Q V -5+41 0.1787 0.16 Q V 5+42 0.1789 0.16 Q V I -5+43 0.1791 0.16 Q VI 5+44 0.1793 0.15 IQ VI • 5+45 0.1795 0.15 IQ VI 5+46 0.1797 0.15 IQ VI .. 5+47 0.1799 0.15 Q VI 5+48 0.1801 0.15 Q V -5+49 0.1803 0.15 Q V 5+50 0.1805 0.15 Q V 5+51 0.1807 0.15 Q V .. 5+52 0.1809 0.15 Q V 5+53 0.1811 0.15 Q V • 5+54 0.1813 0.15 Q V 5+55 0.1815 0.14 Q V -5+56 0.1817 0.14 Q V 5+57 0.1819 0.14 Q V • 5+58 0.1821 0.14 Q V 5+59 0.1823 0.14 Q V -6+ 0 0.1825 0.14 IQ V 6+ 1 0.1827 0.14 IQ V ,. 6+ 2 0.1829 0.14 IQ V 6+ 3 0.1831 0.14 IQ V 6+ 4 0.1833 0.14 IQ V -6+ 5 0.1835 0.14 IQ V • ----------------------------------------------------------------------- Page 10 .. --- PR8HYD End of computations, total study area= 1. 465 (Ac.) Page 11 ------------ -------- ---.. -.. ------ • • I I I I i • I • • I I • • • • • t • ' • • • ' • i t ' I ' I I • I Stage Storage Capacity Caculations Infiltration rate 0.03 inches I hour Qout =AV= A acres• 43560 sf/Acre (infiltration rate in/hr)• 1ft/12in (1 hr/3600 sec) Orifice Flow: Q = C •A• sqrt(2gh) g= 32.20 sf/sec C= 0.60 1orifice-1 No. of openings 1 Elevation 100.25 diameter 4.6 inches 0.38 fl A= 0.12 sf Weir 011.ening .. 1 Elevation 100.00 Cd 0.60 0 fl 32.20 sf/sec 1orifice:2 No. of openings 0 Elevation 100.00 diameter 0 Inches 0.00 fl A= 0.00 sf I l!r!ffl. lnlf1.t•Ov11.rflow Elevation 103.5 Cw 3.00 L 1.5 fl w 1.5 fl Lw 6 sf Stage Storage Area of Effective Head 9£!! Effective Head 9£!! Effective Head 9£!! Effective Head 9£!! Qtotal Water Deeth (ft) Volumg (cf) Arel! (Ac.fl) lnfiltralion (ft) Q infiltration Orifice-1 Orifice-1 Orifice-2 Qillice:i Weir Weir Grate Inlet Grate Inlet Q inf+ g orifice 100.00 0 0.000 NIA 0.000 NIA 0.00 NIA 0.00 NIA 0.00 NIA 0.00 0.000 102.50 1,150 0.026 1,150 0.001 2.06 0.80 NIA 0.00 0.00 0.00 NIA 0.00 0.798 103.00 1,730 0.040 1,150 0.001 2.56 0.89 NIA 0.00 0.00 0.00 NIA 0.00 0.890 103.50 2,320 0.053 1,150 0.001 3.06 0.97 3.50 0.00 0.00 0.00 0.00 0.00 0.973 104.00 2,920 0.067 1,150 0.001 3.56 1.05 4.00 0.00 4.00 0.00 0.50 3.18 4.231 12460 -LOG -Magnolia DET_5-21-18 5130/2018 PR8DET FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2012 Study date: 05/30/18 Program License serial Number 6313 ********************* HYDROGRAPH INFORMATION********************** From study/file name: PR8HYD.rte ****************************HYDROGRAPH DATA**************************** Number of intervals= 365 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 4.837 (CFS) Total volume= 0.183 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903.000 **** RETARDING BASIN ROUTING**** user entry of depth-outflow-storage data Total number of inflow hydrograph intervals= 365 Hydrograph time unit= 1.000 (Min.) Initial depth in storage basin= O.OO(Ft.) Initial basin depth= 0.00 (Ft.) Initial basin storage= 0.00 (Ac.Ft) Initial basin outflow= 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 2.500 3.000 3.500 4.000 0.000 0.026 0.040 0.053 0.067 0.000 0.798 0.890 0.973 4.231 0.000 0.025 0.039 0.052 0.064 0.000 0.027 0.041 0.054 0.070 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Page 1 ----• ---- - - --------- --- -- - - • -.. PR8DET Time Inflow Outflow Storage Depth -(Hours) (CFS) (CFS) (Ac.Ft) .o 1. 2 2.42 3.63 4. 84 (Ft.) 0.017 0.03 0.00 0.000 0 I 0.00 ·-0.033 0.06 0.00 0.000 0 I 0.01 0.050 0.08 0.01 0.000 0 0.02 -0.067 0.11 0.01 0.000 0 0.03 0.083 0.14 0.01 0.000 0 0.04 -0.100 0.14 0.02 0.001 0 0.06 0.117 0.14 0.02 0.001 0 0.07 0.133 0.14 0.03 0.001 0 0.09 -0.150 0.14 0.03 0.001 0 0.10 0.167 0.14 0.04 0.001 0 0.12 -0.183 0.14 0.04 0.001 0 0.13 0.200 0.14 0.05 0.001 0 0.14 -0.217 0.14 0.05 0.002 0 0.16 0.233 0.14 0.05 0.002 0 0.17 -0.250 0.14 0.06 0.002 0 0.18 0.267 0.14 0.06 0.002 0 0.19 -0.283 0.14 0.06 0.002 0 0.20 o. 300 0.14 0.07 0.002 0 0.21 -0.317 0.14 0.07 0.002 0 0.22 0.333 0.14 0.07 0.002 0 0.23 -0.350 0.14 0.08 0.002 0 0.24 0.367 0.14 0.08 0.003 0 0.25 .. 0.383 0.14 0.08 0.003 0 0.26 0.400 0.15 0.08 0.003 0 0.26 -0.417 0.15 0.09 0.003 0 0.27 0.433 0.15 0.09 0.003 0 0.28 -0.450 0.15 0.09 0.003 0 0.29 0.467 0.15 0.09 0.003 0 0.29 0.483 0.15 0.10 0.003 0 o. 30 -0. 500 0.15 0.10 0.003 0 0.31 o. 517 0.15 0.10 0.003 0 0.31 -0. 533 0.15 0.10 0.003 0 0.32 o. 550 0.15 0.10 0.003 0 0.33 -o. 567 0.15 0.11 0.003 0 0.33 0. 583 0.15 0.11 0.004 0 o. 34 -0.600 0.15 0.11 0.004 0 o. 34 0.617 0.15 0.11 0.004 0 0.35 -0.633 0.15 0.11 0.004 OI 0.35 0.650 0.15 0.11 0.004 OI 0.36 ... 0.667 0.15 0.12 0.004 OI 0.36 0.683 0.15 0.12 0.004 OI 0.37 -0.700 0.15 0.12 0.004 OI 0.37 0. 717 0.15 0.12 0.004 OI 0.38 .. 0.733 0.15 0.12 0.004 OI 0.38 0.750 0.16 0.12 0.004 OI 0.39 0.767 0.16 0.12 0.004 OI 0.39 -0.783 0.16 0.13 0.004 OI 0.39 0.800 0.16 0.13 0.004 OI 0.40 .. 0.817 0.16 0.13 0.004 OI 0.40 0.833 0.16 0.13 0.004 OI . 0.41 -0.850 0.16 0.13 0.004 OI 0.41 0.867 0.16 0.13 0.004 OI 0.41 -0.883 0.16 0.13 0.004 OI 0.42 0.900 0.16 0.13 0.004 OI 0.42 .. 0.917 0.16 0.14 0.004 OI 0.42 0.933 0.16 0.14 0.004 OI 0.43 .. 0.950 0.16 0.14 0.004 OI 0.43 0.967 0.16 0.14 0.004 OI 0.43 .. 0.983 0.16 0.14 0.005 OI 0.44 1.000 0.16 0.14 0.005 OI 0.44 .. 1.017 0.16 0.14 0.005 OI 0.44 Page 2 -.. .. .. --------------,--·-·----,-------------~ -----·~-·~-----~---~ --- PR8DET -1.033 0.16 0.14 0.005 or I 0.44 1.050 0.16 0.14 0.005 or I 0.45 -1.067 0.17 0.14 0.005 or I 0.45 1.083 0.17 0.14 0.005 or I 0.45 • 1.100 0.17 0.15 0.005 or I 0.46 1.117 0.17 0.15 0.005 or I 0.46 • 1.133 0.17 0.15 0.005 or 0.46 1.150 0.17 0.15 0.005 or 0.46 • 1.167 0.17 0.15 0.005 or 0.47 1.183 0.17 0.15 0.005 or 0.47 • 1.200 0.17 0.15 0.005 or 0.47 1.217 0.17 0.15 0.005 0 0.47 • 1. 233 0.17 0.15 0.005 0 0.48 1. 250 0.17 0.15 0.005 0 0.48 -1.267 0.17 0.15 0.005 0 0.48 1.283 0.17 0.15 0.005 0 0.48 -1.300 0.17 0.16 0.005 0 0.49 1. 317 0.17 0.16 0.005 0 0.49 1. 333 0.17 0.16 0.005 0 0.49 -1. 350 0.18 0.16 0.005 0 0.49 -1.367 0.18 0.16 0.005 0 o. 50 1.383 0.18 0.16 0.005 0 0. 50 1.400 0.18 0.16 0.005 0 0. 50 -1.417 0.18 0.16 0.005 0 o. 50 1.433 0.18 0.16 0.005 0 0. 51 • 1.450 0.18 0.16 0.005 0 0. 51 1.467 0.18 0.16 0.005 0 0. 51 ., 1.483 0.18 0.16 0.005 0 0. 51 1. 500 0.18 0.16 0.005 0 0.52 -1. 517 0.18 0.17 0.005 0 0.52 1.533 0.18 0.17 0.005 0 0.52 -1. 550 0.18 0.17 0.005 0 0. 52 1. 567 0.19 0.17 0.005 0 0. 53 .. 1. 583 0.19 0.17 0.005 0 o. 53 1.600 0.19 0.17 0.006 0 0. 53 1.617 0.19 0.17 0.006 0 0.53 -1. 633 0.19 0.17 0.006 0 0.53 -1.650 0.19 0.17 0.006 0 0. 54 1.667 0.19 0.17 0.006 0 o. 54 1.683 0.19 0.17 0.006 0 o. 54 -1.700 0.19 0.17 0.006 0 o. 54 1.717 0.19 0.17 0.006 0 0.55 .. 1.733 0.19 0.18 0.006 0 0.55 1. 750 0.20 0.18 0.006 0 0.55 -1.767 0.20 0.18 0.006 0 0.55 1. 783 0.20 0.18 0.006 0 0. 56 -1.800 0.20 0.18 0.006 0 0.56 1.817 0.20 0.18 0.006 0 0.56 -1.833 0.20 0.18 0.006 0 0. 56 1.850 0.20 0.18 0.006 0 o. 57 -1.867 0.20 0.18 0.006 0 o. 57 1.883 0.20 0.18 0.006 0 0.57 1.900 0.20 0.18 0.006 0 0.57 -1.917 0.21 0.18 0.006 0 0. 58 -1. 933 0.21 0.19 0.006 0 0. 58 1.950 0.21 0.19 0.006 0 0.58 1.967 0.21 0.19 0.006 0 0.59 -1.983 0.21 0.19 0.006 0 0. 59 2.000 0.21 0.19 0.006 0 0. 59 .. , 2.017 0.21 0.19 0.006 0 o. 59 2.033 0.21 0.19 0.006 0 0.60 -2.050 0.21 0.19 0.006 10 0.60 2.067 0.21 0.19 0.006 10 I 0.60 -Page 3 ---- ----PR8DET 2.083 0.22 0.19 0.006 10 I 0.61 -2.100 0.22 0.19 0.006 10 I 0.61 2 .117 0.22 0.20 0.006 10 I 0.61 -2 .133 0.22 0.20 0.006 0 0.61 2.150 0.22 0.20 0.006 0 0.62 -2.167 0.22 0.20 0.006 0 0.62 2.183 0.22 0.20 0.006 0 0.62 -2.200 0.22 0.20 0.007 0 0.63 2.217 0.23 0.20 0.007 0 0.63 2.233 0.23 0.20 0.007 0 0.63 -2.250 0.23 0.20 0.007 0 0.64 2.267 0.23 0.20 0.007 0 0.64 -2.283 0.23 0.21 0.007 0 0.64 2.300 0.23 0.21 0.007 10 0.65 -2.317 0.23 0.21 0.007 10 0.65 2.333 0.23 0.21 0.007 10 0.65 -2.350 0.24 0.21 0.007 0 0.66 2.367 0.24 0.21 0.007 0 0.66 -2.383 0.24 0.21 0.007 0 0.66 2.400 0.24 0.21 0.007 0 0.67 -2.417 0.24 0.21 0.007 0 0.67 2.433 0.24 0.22 0.007 0 0.68 -2.450 0.25 0.22 0.007 0 0.68 2.467 0.25 0.22 0.007 0 0.68 -2.483 0.25 0.22 0.007 0 0.69 2.500 0.25 0.22 0.007 0 0.69 2.517 0.25 0.22 0.007 0 0.69 -2.533 0.25 0.22 0.007 0 0.70 2.550 0.26 0.22 0.007 0 0.70 -2.567 0.26 0. 23 0.007 0 0.71 2.583 0.26 0.23 0.007 0 0.71 -2.600 0.26 0.23 0.007 0 o. 72 2.617 0.26 0.23 0.007 0 0. 72 -2.633 0.27 0.23 0.008 0 0.73 2.650 0.27 0.23 0.008 0 0.73 -2.667 0.27 0.23 0.008 0 0.73 2.683 0.27 0.24 0.008 0 0.74 -2.700 0.27 0.24 0.008 0 0.74 2. 717 0.28 0.24 0.008 0 0.75 -2.733 0.28 0.24 0.008 0 0.75 2.750 0.28 0.24 0.008 0 0.76 -2.767 0.28 0.24 0.008 0 0.76 2.783 0.29 0.25 0.008 0 0.77 -2.800 0.29 0.25 0.008 0 0.77 2.817 0.29 0.25 0.008 0 0.78 -2.833 0.29 0.25 0.008 10 0.79 2.850 0.29 0.25 0.008 10 0.79 2.867 0.30 0.25 0.008 10 0.80 -2.883 0. 30 0.26 0.008 10 0.80 2.900 0. 30 0.26 0.008 IOI 0.81 -2.917 0.31 0.26 0.008 QI 0.81 2.933 0.31 0.26 0.009 01 0.82 -2.950 0.31 0.26 0.009 01 0.83 2.967 0.31 0.27 0.009 01 0.83 .. 2.983 0.32 0.27 0.009 01 0.84 3.000 0.32 0.27 0.009 01 0.85 -3.017 0.32 0.27 0.009 QI 0.85 3.033 0.33 0.27 0.009 01 0.86 • 3.050 0.33 0.28 0.009 QI 0.87 3.067 0.34 0.28 0.009 01 0.87 .. 3.083 0. 34 0.28 0.009 01 0.88 3.100 0.34 0.28 0.009 QI 0.89 .. 3.117 0.35 0.29 0.009 QI I 0.90 Page 4 -.. -- ~-• --• --•• •-r • .. -- PR8DET ., 3.133 0.35 0.29 0.009 QI 0.91 3.150 0.35 0.29 0.010 QI 0.91 -3.167 0.35 0.29 0.010 QI 0.92 3.183 0.36 0.30 0.010 QI 0.93 • 3.200 0. 37 0. 30 0.010 QI 0.94 3.217 0.37 0.30 0.010 Q 0.95 -3.233 0.38 0.31 0.010 Q 0.96 3.250 0.39 0.31 0.010 Q 0.97 • 3.267 0.39 0. 31 0.010 Q 0.98 3.283 0.39 0.32 0.010 Q 0.99 -3.300 0.40 0.32 0.010 Q 1.00 3. 317 0.40 0.32 0.010 Q 1.01 ., 3.333 0.40 0.33 0.011 Q 1.02 3.350 0.41 0.33 0.011 Q 1.03 -3.367 0.42 0.33 0.011 Q 1.04 3.383 0.43 0.34 0.011 Q 1.05 • 3.400 0.44 0.34 0.011 Q 1.07 3.417 0.45 0.34 0.011 Q 1.08 3.433 0.45 0.35 0.011 Q 1.09 -3.450 0.46 0.35 0.012 QI 1.11 3.467 0.46 0.36 0.012 QI 1.12 -3.483 0.47 0.36 0.012 QI 1.14 3.500 0.47 0.37 0.012 QI 1.15 -3.517 0.49 0.37 0.012 QI 1.16 3.533 0. 50 0.38 0.012 QI 1.18 -3.550 0. 52 0.38 0.012 QI 1.20 3.567 0. 53 0.39 0.013 QI 1. 22 -3.583 0. 54 0.39 0.013 QI 1.24 3.600 0.55 0.40 0.013 QI 1.26 • 3.617 0. 56 0.41 0.013 QI 1.28 3.633 0. 57 0.41 0.013 QI 1. 30 -3.650 o. 58 0.42 0.014 QI 1. 32 3.667 0. 59 0.43 0.014 QI 1. 34 • 3.683 0.62 0.43 0.014 Q I 1. 36 3.700 0.64 0.44 0.014 Q I 1.39 3. 717 0.67 0.45 0.015 Q I 1.42 -3.733 0.70 0.46 0.015 QI 1.45 ., 3.750 0.72 0.47 0.015 QI 1.48 3.767 0.74 0.48 0.016 QI 1.51 3.783 0.76 0.49 0.016 Q I 1. 55 ., 3.800 0.78 0. 50 0.016 Q I 1. 58 3.817 0.80 o. 52 0.017 Q I 1.62 -3.833 0.82 0. 53 0.017 Q I 1.66 3.850 0.90 0.54 0.018 Q I 1. 70 -3.867 0.98 0. 56 0.018 Q I 1. 75 3.883 1.05 0. 58 0.019 Q I 1.81 -3.900 1.13 0.60 0.020 Q I 1.88 3.917 1.21 0.62 0.020 Q II 1.95 -3.933 1. 31 0.65 0.021 Q I 2.03 3.950 1.40 0.68 0.022 Q II 2.12 -3.967 1.50 0.71 0.023 Q II 2.23 3.983 1.60 0.75 0.024 Q I I 2.33 4.000 1.70 0.78 0.025 Q I I 2.45 -4.017 2.33 0.81 0.027 Q I I 2.54 -4.033 2.95 0.82 0.030 Q I I 2.63 4.050 3.58 0.84 0.033 Q I 2.75 4.067 4.21 0.87 0.037 Q I 2.90 -4.083 4.84 0.90 0.042 Q I 3.09 4.100 4.06 0.94 0.047 Q I 3.27 -4.117 3.29 0.96 0.051 Q I 3.42 4.133 2.52 1.08 0.053 0 I 3.52 -4.150 1. 74 1. 37 0.055 Q I I 3.56 4.167 0.97 1. 37 0.055 I Q I 3.56 -Page 5 ---- .. • --PR8DET 4.183 0.90 1. 25 0.054 I 0 3.54 -4.200 0.84 1.14 0.054 I 0 3.53 4.217 0.78 1.05 0.053 IO 3.51 .. 4.233 0.71 0.97 0.053 I 0 3.50 4.250 0.65 0.97 0.053 I 0 3.48 -4.267 0.62 0.97 0.052 I 0 3.47 4.283 0. 59 0.96 0.052 I 0 3.45 .. 4.300 0. 56 0.96 0.051 I 0 3.43 4.317 o. 53 0.96 0.051 I 0 3.40 4.333 0. 51 0.95 0.050 I 0 3.38 -4.350 0.49 0.95 0.049 I 0 3.36 4.367 0.47 0.95 0.049 I 0 3.33 -4.383 0.46 0.94 0.048 I 0 3.31 4.400 0.44 0.94 0.047 I 0 3.28 -4.417 0.42 0.93 0.047 I 0 3.25 4.433 0.41 0.93 0.046 I 0 3.23 -4.450 0.40 0.92 0.045 I 0 3.20 4.467 0.39 0.92 0.044 I 0 3.17 -4.483 0.38 0.91 0.044 I 0 3.14 4. 500 0.37 0.91 0.043 I 0 3 .12 -4. 517 0.36 0.90 0.042 I 0 3.09 4. 533 0.35 0.90 0.042 I 0 3.06 -4. 550 0.35 0.89 0.041 I 0 3.03 4. 567 0.34 0.89 0.040 I 0 3.00 -4.583 0.33 0.89 0.039 I 0 2.97 4.600 0.32 0.88 0.038 I 0 2.95 4.617 0.32 0.87 0.038 I 0 2.92 -4.633 0.31 0.87 0.037 I 0 2.89 4.650 0.31 0.86 0.036 I 0 2.86 -4.667 0. 30 0.86 0.035 I 0 2.84 4.683 0.29 0.85 0.035 I 0 2.81 -4.700 0.29 0.85 0.034 I 0 2.78 4. 717 0.28 0.84 0.033 I 0 2.75 -4.733 0.28 0.84 0.032 I 0 2.73 4.750 0.27 0.83 0.032 I 0 2.70 -4.767 0.27 0.83 0.031 I 0 2.67 4.783 0.27 0.82 0.030 I 0 2.64 -4.800 0.26 0.82 0.029 I 0 2.62 4.817 0.26 0.81 0.028 II 0 2.59 -4.833 0.26 0.81 0.028 II 0 2.56 4.850 0.25 0.80 0.027 I 0 2.53 -4.867 0.25 0.80 0.026 I 0 2.51 4.883 0.25 0.78 0.025 I 0 2.45 4.900 0.24 0.76 0.025 I 0 2.38 411 4.917 0.24 0.74 0.024 I 0 2.31 .. 4.933 0.24 o. 72 0.023 I 0 2.24 4.950 0.23 0.70 0.023 I 0 2.18 4.967 0.23 0.68 0.022 I 0 2.12 .. 4.983 0.23 0.66 0.021 I 0 2.06 5.000 0.22 0.64 0.021 I 0 2.01 .. 5.017 0.22 0.62 0.020 I 0 1. 95 5.033 0.22 0.61 0.020 I 0 1.90 .. 5.050 0.22 0. 59 0.019 I 0 1.85 5.067 0.21 0. 58 0.019 I 0 1.80 -5.083 0.21 o. 56 0.018 I 0 1. 76 5.100 0.21 0.55 0.018 I 0 1.71 .. 5 .117 0.21 0.53 0.017 I 0 1.67 5 .133 0.21 o. 52 0.017 I 0 1.62 ,. 5.150 0.20 0. 51 0.016 I 0 1. 58 5.167 0.20 0.49 0.016 I 0 1. 54 .. 5.183 0.20 0.48 0.016 I 0 1. 51 5.200 0.20 0.47 0.015 II 0 1.47 • 5.217 0. 20 0.46 0.015 II 0 1.43 Page 6 -.. -- ----.. ----~~----~~ -----~--.. -------------~--------·---~~ ----____ ,, --- PR8DET -5.233 0.19 0.45 0.015 IO 1.40 5.250 0.19 0.44 0.014 IO 1. 37 -5.267 0.19 0.43 0.014 IO 1.34 5.283 0.19 0.42 0.014 IO 1.31 • 5.300 0.19 0.41 0.013 IO 1.28 5. 317 0.19 0.40 0.013 IO 1.25 -5 .333 0.18 0.39 0.013 IO 1. 22 5.350 0.18 0.38 0.012 IO 1.19 • 5.367 0.18 0.37 0.012 IO 1.17 5.383 0.18 0.36 0.012 IO 1.14 -5.400 0.18 0.36 0.012 IO 1.12 5.417 0.18 0.35 0.011 IO 1.09 • 5.433 0.18 0.34 0.011 IO 1.07 5.450 0.17 0.34 0.011 IO 1.05 ., 5.467 0.17 0.33 0.011 IO 1.03 5.483 0.17 0.32 0.010 IO 1.01 • 5.500 0.17 0.32 0.010 IO 0.99 5.517 0.17 0.31 0.010 IO 0.97 5.533 0.17 0.30 0.010 IO 0.95 ., 5.550 0.17 0.30 0.010 0 0.93 • 5.567 0.17 0.29 0.010 10 0.92 5.583 0.16 0.29 0.009 10 0.90 5.600 0.16 0.28 0.009 10 0.88 -5.617 0.16 0.28 0.009 0 0.87 5.633 0.16 0.27 0.009 0 0.85 -5.650 0.16 0.27 0.009 0 0.84 5.667 0.16 0.26 0.009 0 0.83 -5.683 0.16 0.26 0.008 0 0.81 5.700 0.16 0.25 0.008 0 0.80 -5. 717 0.16 0.25 0.008 0 0.79 5. 733 0.15 0.25 0.008 0 0.77 -5.750 0.15 0.24 0.008 0 0.76 5.767 0.15 0.24 0.008 0 0.75 -5.783 0.15 0.24 0.008 0 0.74 5.800 0.15 0.23 0.008 IO 0.73 5.817 0.15 0.23 0.007 IO 0.72 -5.833 0.15 0.23 0.007 IO 0.71 -5.850 0.15 0.22 0.007 IO 0.70 5.867 0.15 0.22 0.007 IO 0.69 5.883 0.15 0.22 0.007 IO 0.68 -5.900 0.15 0.21 0.007 IO 0.67 5.917 0.14 0.21 0.007 IO 0.66 -5 .933 0.14 0.21 0.007 IO 0.65 5.950 0.14 0.21 0.007 IO 0.64 -5.967 0.14 0.20 0.007 IO 0.63 5.983 0.14 0.20 0.007 IO 0.63 -6.000 0.14 0.20 0.006 IO 0.62 6.017 0.14 0.20 0.006 IO 0.61 -6.033 0.14 0.19 0.006 IO 0.60 6.050 0.14 0.19 0.006 IO 0.60 -6.067 0.14 0.19 0.006 IO 0. 59 6.083 0.14 0.19 0.006 IO 0. 58 -6.100 0.00 0.18 0.006 IO 0.57 6.117 0.00 0.17 0.006 IO 0. 54 -6.133 0.00 0.17 0.005 IO 0. 52 6.150 0.00 0.16 0.005 IO 0. 50 6.167 0.00 0.15 0.005 IO 0.48 -6.183 0.00 0.15 0.005 0 0.46 6.200 0.00 0.14 0.005 0 0.44 -6.217 0.00 0.13 0.004 0 0.42 6.233 0.00 0.13 0.004 0 0.40 ., 6.250 0.00 0.12 0.004 0 0.39 6.267 0.00 0.12 0.004 0 0.37 -Page 7 ---.. - • --PR8DET 6.283 0.00 0.11 0.004 0 I 0.36 -6.300 0.00 0.11 0.004 0 I 0.34 6.317 0.00 0.10 0.003 0 I 0.33 -6.333 0.00 0.10 0.003 0 I 0.31 6.350 0.00 0.10 0.003 0 0.30 6.367 0.00 0.09 0.003 0 0.29 6.383 0.00 0.09 0.003 0 0.28 -6.400 0.00 0.08 0.003 0 0.27 6.417 0.00 0.08 0.003 0 0.25 6.433 0.00 0.08 0.003 0 0.24 -6.450 0.00 0.07 0.002 0 0.23 6.467 0.00 0.07 0.002 0 0.22 ... 6.483 0.00 0.07 0.002 0 0. 21 6. 500 0.00 0.07 0.002 0 0.21 -6. 517 0.00 0.06 0.002 0 0.20 6.533 0.00 0.06 0.002 0 0.19 -6.550 0.00 0.06 0.002 0 0.18 6. 567 0.00 0.06 0.002 0 0.17 -6.583 0.00 0.05 0.002 0 0.17 6.600 0.00 0.05 0.002 0 0.16 -6.617 0.00 0.05 0.002 0 0.15 6.633 0.00 0.05 0.002 0 0.15 -6.650 0.00 0.04 0.001 0 0.14 6.667 0.00 0.04 0.001 0 0.13 -6.683 0.00 0.04 0.001 0 0.13 6.700 0.00 0.04 0.001 0 0.12 6. 717 0.00 0.04 0.001 0 0.12 -6.733 0.00 0.04 0.001 0 0.11 6.750 0.00 0.03 0.001 0 0.11 ,_ 6.767 0.00 0.03 0.001 0 0.10 6.783 0.00 0.03 0.001 0 0.10 -6.800 0.00 0.03 0.001 0 0.10 6.817 0.00 0.03 0.001 0 0.09 -6.833 0.00 0.03 0.001 0 0.09 6.850 0.00 0.03 0.001 0 0.08 -6.867 0.00 0.03 0.001 0 0.08 6.883 0.00 0.02 0.001 0 0.08 -6.900 0.00 0.02 0.001 0 0.07 6.917 0.00 0.02 0.001 0 0.07 -6.933 0.00 0.02 0.001 0 0.07 6.950 0.00 0.02 0.001 0 0.07 -6.967 0.00 0.02 0.001 0 0.06 6.983 0.00 0.02 0.001 0 0.06 7.000 0.00 0.02 0.001 0 0.06 ... 7.017 0.00 0.02 0.001 0 0.06 • 7.033 0.00 0.02 0.001 0 0.05 7.050 0.00 0.02 0.001 0 0.05 7.067 0.00 0.02 0.001 0 0.05 -7.083 0.00 0.01 0.000 0 0.05 7.100 0.00 0.01 0.000 0 0.04 41 7.117 0.00 0.01 0.000 0 0.04 7 .133 0.00 0.01 0.000 0 0.04 .. 7.150 0.00 0.01 0.000 0 0.04 7.167 0.00 0.01 0.000 0 0.04 .. 7.183 0.00 0.01 0.000 0 0.04 7 .200 0.00 0.01 0.000 0 0.03 • 7.217 0.00 0.01 0.000 0 0.03 7.233 0.00 0.01 0.000 0 0.03 • 7.250 0.00 0.01 0.000 0 0.03 7.267 0.00 0.01 0.000 0 0.03 .. 7.283 0.00 0.01 0.000 0 I 0.03 7.300 0.00 0.01 0.000 0 I 0.03 • 7.317 0.00 0.01 0.000 0 I 0.03 Page 8 .. .. .. .. 7.333 7.350 7.367 7.383 7.400 7.417 7 .433 7.450 7.467 7.483 7.500 7. 517 7.533 7.550 7.567 7.583 7.600 7.617 7.633 7.650 7.667 7.683 7.700 7. 717 7. 733 7.750 7.767 7.783 7.800 7.817 7.833 7.850 7.867 7.883 7.900 7.917 7.933 7.950 7.967 7.983 8.000 8.017 8.033 8.050 8.067 8.083 8.100 8.117 8.133 8.150 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 o 0.000 o 0.000 O 0.000 O 0.000 o 0.000 O 0.000 o 0.000 O 0.000 o 0.000 o 0.000 o 0.000 o 0.000 o 0.000 o 0.000 o 0.000 o 0.000 o 0.000 o 0.000 o 0.000 O 0.000 o 0.000 o 0.000 O 0.000 o 0.000 O 0.000 o 0.000 o 0.000 o 0.000 O 0.000 o 0.000 o 0.000 o 0.000 O 0.000 o 0.000 o 0.000 O 0.000 O 0.000 o 0.000 o 0.000 o 0.000 o 0.000 O 0.000 o 0.000 O 0.000 O 0.000 o 0.000 o 0.000 o 0.000 o 0.000 O PR8DET 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals= 489 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 1.369 (CFS) Total volume= 0.183 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** Page 9 ---.. .. ----- - -.. --• .. -.. -.. ----------- -.. .. -PR8DET - ------------ --------- • -.. • ,. - • Page 10 ---- OFFSITEROUTE San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 05/30/18 Hydrology Study control Information********** Program License serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 901.000 to Point/Station 902.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.250 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6.85(In/Hr) Total area= 0.162(Ac.) Total runoff= 0.280(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 903.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 144.340(Ft.) Downstream point/station elevation= 144.190(Ft.) Pipe len~th 16.00(Ft.) slope= 0.0094 Manning's N No. of pipes= 1 Required pipe flow = 0.280(CFS) Given pipe size= 12.00(In.) calculated individual pipe flow = 0.280(CFS) Normal flow depth in pipe= 2.31(In.) Flow top width inside pipe= 9.47(In.) critical Depth= 2.61(In.) Pipe flow velocity= 2.64(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC)= 5.10 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 903.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.162(Ac.) Page 1 - --- • -• -• -• - -.. - - -- .. -- ------.. .. .. .. ... - ---... --- ------ - • .. -.. ,. --- -- OFFSITEROUTE Runoff from this stream= 0.280(CFS) Time of concentration= 5.10 min . Rainfall intensity= 6.763(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.670 given for subarea Rainfall intensity (I)= 4.199(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 10.68 min. Rain intensity= 4.20(In/Hr) Total area= 1.465(Ac.) Total runoff= 1.369(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.465(Ac.) Runoff from this stream= 1.369(CFS) Time of concentration= 10.68 min. Rainfall intensity= 4.199(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.280 5.10 6.763 2 1. 369 10.68 4.199 Qmax(l) = 1.000 * 1.000 * 0.280) + 1.000 * 0.478 * 1. 369) + = 0.934 Qmax(2) = 0.621 * 1.000 * 0.280) + 1.000 * 1.000 * 1. 369) + = 1. 543 Total of 2 main streams to confluence: Flow rates before confluence point: 0.280 1.369 Maximum flow rates at confluence using above data: 0.934 1.543 Area of streams before confluence: 0.162 1.465 Results of confluence: Total flow rate= 1.543(CFS) Time of concentration= 10.680 min. Effective stream area after confluence = 1. 627(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 903.000 to Point/Station 904.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= Downstream point/station elevation= Page 2 144.190(Ft.) 142.320(Ft.) OFFSITEROUTE Pipe length = 208.00(Ft.) slope= 0.0090 Manning's N = No. of pipes= 1 Required pipe flow = 1.543(CFS) Given pipe size= 15.00(In.) calculated individual pipe flow = 1.543(CFS) Normal flow depth in pipe= 5.13(In.) Flow top width inside pipe= 14.23(In.) critical Depth= 5.89(In.) Pipe flow velocity= 4.16(Ft/s) Travel time through pipe= 0.83 min. Time of concentration (TC)= 11.51 min. End of computations, total study area= 1.627 (Ac.) Page 3 0.013 ------- --• -• ---- ---- ---- - .. ---- - - .. - .. • ATTACHMENT 5 .. • HYDROLOGY MAP -EXISTING CONDITIONS .. • ---- • .. -.. .. - --- ~ LEGEND -----160 ...._____ -------..._ EXISTING CONTOUR (MAJOR) EXISTING CONTOUR (MINOR) -----HYDROLOGIC BASIN BOUNDARY HYDROLOGIC FLOW PA TH PR -1 rrm @ (160.00) Civil BASIN NUMBER AREA (ACRES) NODE NUMBER ELEVATION (FEET) l!:-landworks 110 COPPERWOOD WAY, SUITE P, OCEANSIDE, CA 92058 PH: 760-908-8745 • info@civillandworks.com 20 ~~ 0 20 40 ~ -~--__ 1---------,1 GRAPHIC SCALE SCALE: 1" = 20' I "'--. I I ----.__ I ' -J r1 i I I I I -i I ATTACHMENT 5 EXISTING HYDROLOGIC CONDITIONS ~L..------------------------------------------------------------------------------------------------------------------------------- -.. -.. .. - - ATTACHMENT 6 .. HYDROLOGY MAP -PROPOSED CONDITIONS -- • • • --... --- -.. • 00 -.... LEGEND _..----160 ...____ -------....... _..----160 ...____ EXISnNG CONTOUR (MAJOR) EXISnNG CONTOUR (MINOR) PROPOSED CONTOUR (MAJOR) PROPOSED CONTOUR (MINOR) HYDROLOG/C BASIN BOUNDARY -----HYDROLOGIC FLOW PATH PR-1 BASIN NUMBER j 1.63 I AREA (ACRES) @ NODE NUMBER (160.00) ELEVA noN (FEET) Civil l!;;;::landworks 110 COPPERWOOD WAY, SUITE P, OCEANSIDE , CA 92058 PH: 760-908-8745 • info@civillandworks.com \ \ I w (~ □ 'I ro\)· ~ ~ . ~ •r:;~□ ~--\i -\i 'b • qi ' IQ 13 ...,---__, - >,J ~ [/j ~ 0 • t;'), . ,,,. ,J • CD • r:;" {i ' ," -\i 160 □□ D . ~ ,,,. 'I {i ~t;·, ~ ' 1 -~ +--802 X '~ ;;1 "''), ' / -". 1 ..... ""I , I ~ I I 20 0 20 GRAPHIC SCALE SCALE: 1" = 20' 40 \ ATTACHMENT 6 PROPOSED HYDROLOGIC CONDITIONS ,o:L_ ____________________________________________________________________________________________________________ ___,