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HomeMy WebLinkAboutPD 2020-0046; KELLY ELEMENTARY SCHOOL MODERNIZATION; DRAINAGE STUDY FOR KELLY ELEMENTARY SCHOOL MODERNIZATION; 2021-05-11Drainage Study Kelly Elementary School Modernization City of Carlsbad Project Reference Numbers: PD 2020-0046 GR 2020-0030 DWG 527-6A Site Address: Kelly Elementary School 4885 Kelly Drive Carlsbad, CA 92008 Prepared for: Carlsbad Unified School District 6225 El Camino Real Carlsbad, CA 92009 Prepared by: Engineer: Kathereen M. Shinkai Registration No.: 68369 5301 California Avenue, Suite 100 Irvine, CA 92617 Phone: (949) 261-1001 Date Prepared: May 11, 2021 Table of Contents 1.0 Introduction...........................................................................................................................................1 1.1 Project Description................................................................................................................................1 1.2 Drainage Examination...........................................................................................................................1 1.3 Water Quality.........................................................................................................................................2 1.4 Hydromodification.................................................................................................................................2 1.5 Detention Basin Sizing..........................................................................................................................2 Figure 1: Vicinity Map ................................................................................................................................3 2.0 Hydrology..............................................................................................................................................4 2.1 Methodology.........................................................................................................................................4 2.2 Results...................................................................................................................................................4 3.0 Conclusions............................................................................................................................................4 Declaration of Responsible Charge............................................................................................................5 Appendices: Appendix A – 100-YR Rainfall Maps, Hydrologic Soil Group Map Appendix B – FEMA FIRM Map Number 06073C0768G Appendix C – Hydrology Calculations Appendix D – 100-Year Pre and Post Detention Hydrographs Map Pockets: Map Pocket 1: Existing Hydrology Exhibit (Pre-Project) Map Pocket 2: Proposed Hydrology Exhibit (Post-Project) Drainage Study Kelly Elementary School Modernization LPA Project No.: 18283.10 Page 1 1.0 Introduction 1.1 Project Description The Kelly Elementary School Modernization project is located at 4885 Kelly Drive in Carlsbad, California on Lot 79 of Laguna Riviera Subdivision, Unit 3 according to map 6304 – occupying 8.278 acres. See Figure 1, Vicinity Map located at the end of section 1.0. Per FEMA map number 06073C0768G revised May 16, 2012 the project is in zone X defined as areas determined to be outside the 0.2% annual chance floodplain. See Appendix B. The site is currently developed with an existing elementary school. The project will demolish the existing lunch shelter and one relocatable building and construct a new multipurpose building and servery addition and will replace the asphalt concrete pavement of the main hardcourt play area. The three playground equipment areas will be resurfaced with rubberized material and additional storm drain infrastructure will be added for the relocatable buildings at the south edge of the campus. Interior renovations of some of the existing restrooms will also take place. This report has been prepared to calculate the pre-construction and post-construction hydrologic and hydraulic conditions for peak storm water runoff rates per the San Diego County Hydrology Manual (June 2003 edition). 1.2 Drainage Examination Existing Site Conditions Site drainage for the existing condition is divided into 10 basins with no offsite storm water contributions. Stormwater from Basins A1-A6 confluence with stormwater from Basins B1-B4 at Point of Interest 1 (POI 1) as shown on the Kelly Elementary School Existing Hydrology Exhibit in map pocket 1. Basins A1-A6 occupy the western and southern portions of the school site and is composed of stormwater from contributing building roof drains, hardscape areas, asphalt play courts, playgrounds, and the western grass field. Stormwater conveyance is via overland flow and is collected by miscellaneous drain inlets. Flow in the onsite underground pipe system continues to convey stormwater toward the southeast corner of the property where it connects to an existing City of Carlsbad underground pipe that crosses Kelly Drive and discharges into an open ditch on the east side of Kelly Drive. Stormwater conveyance continues via open ditch and discharges to Agua Hedionda Creek south of the intersection of Kelly Drive and Park Drive where it ultimately flows to Agua Hedionda Lagoon. Basins B1-B4 occupy the northern and eastern portion of the site and is composed of stormwater from contributing hardscape in front of the school, surface parking, and the grass field at the northeast corner of the school site. Stormwater conveyance is via overland flow to curb and gutter along Kelly Drive where it flows south and enters an existing City of Carlsbad curb inlet before being discharged from an underground pipe to the open ditch on the east side of Kelly Drive. Stormwater conveyance continues via open ditch and discharges to Agua Hedionda Creek south of the intersection of Kelly Drive and Park Drive where it ultimately flows to Agua Hedionda Lagoon. Proposed Site Conditions Site drainage for the proposed condition is divided into 10 basins with no offsite storm water contributions. Similar to the existing drainage pattern, stormwater from basins A1-A6 confluence with stormwater from Basins B1-B4 at Point of Interest 1 on the Kelly Elementary School Proposed Hydrology Exhibit in map pocket 2. Basins A1-A6 occupy the western and southern portions of the school site and is composed of stormwater from contributing building roof drains, hardscape areas, asphalt play courts, playgrounds, and the western grass field. Stormwater conveyance is via overland flow and is collected by miscellaneous drain inlets. Stormwater from the proposed site improvement areas will undergo water quality treatment by flowing through proprietary biofiltration units prior to connecting to the existing onsite storm drain system. Flow in the onsite underground pipe system continues to convey stormwater toward the southeast corner of the property where it will enter a proposed underground detention system. Downstream of the detention system outlet connects to an existing City of Carlsbad underground pipe that crosses Kelly Drive and discharges into an open ditch on the east side of Kelly Drive. Stormwater conveyance continues via open ditch and discharges to Agua Hedionda Creek south of the intersection of Kelly Drive and Park Drive where it ultimately flows to Agua Hedionda Lagoon. Basins B1-B4 occupy the northern and eastern portion of the site and is composed of stormwater from contributing hardscape in front of the school, surface parking, and the grass field at the northeast corner of the school site. Stormwater conveyance is via overland flow to curb and gutter along Kelly Drive where it flows south and enters an existing City of Carlsbad curb inlet before being discharged from an underground pipe to the open ditch on the east Drainage Study Kelly Elementary School Modernization LPA Project No.: 18283.10 Page 2 side of Kelly Drive. Stormwater conveyance continues via open ditch and discharges to Agua Hedionda Creek south of the intersection of Kelly Drive and Park Drive where it ultimately flows to Agua Hedionda Lagoon. 1.3 Water Quality The Kelly Elementary School Modernization is a priority development project and is subject to all requirements outlined in the City of Carlsbad BMP Design Manual. All water quality design and proposed best management practices proposed for the project can be found in the report titled “Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) for Kelly Elementary School Modernization” dated May 11, 2021 (and any revisions thereafter), prepared by LPA, Inc. (Job #1828310). 1.4 Hydromodification The Kelly Elementary School Modernization project is located near Agua Hedionda Lagoon and all site stormwater is tributary to a city of Carlsbad concrete-lined storm drain ditch discharging to the natural grade near Agua Hedionda Creek therefore hydromodification requirements apply to the project. See the report titled “Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) for Kelly Elementary School Modernization” dated May 11, 2021 (and any revisions thereafter), prepared by LPA, Inc. (Job #1828310). 1.5 Detention Basin Sizing Detention basin sizing was accomplished utilizing software provided by Clear Creek Solutions to demonstrate compliance with the San Diego Regional Hydrology Model (SDHM). See the report titled “Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) for Kelly Elementary School Modernization” dated May 11, 2021 (and any revisions thereafter), prepared by LPA, Inc. (Job #1828310). The detention pond size provided from the SDHM model was further analyzed within the Autodesk Hydraflow Hydrographs extension for Autodesk Civil 3D 2019 to demonstrate post detention peak flow rates for the 100-year event. See Pre and Post 100-Year Hydrographs in Appendix E. Drainage Study Kelly Elementary School Modernization LPA Project No.: 18283.10 Page 3 Figure 1: Vicinity Map Drainage Study Kelly Elementary School Modernization LPA Project No.: 18283.10 Page 4 2.0 Hydrology 2.1 Methodology The San Diego County Hydrology Manual (June 2003) specifies the use of the Rational Method for watersheds up to 1 square mile in size. The rational method equation, using AES Software (Ratscx), was used to calculate the existing and proposed 100-year storm events (see calculations in Appendix C). Existing watershed characteristics were obtained from topographic survey information prepared for the project by Guida Surveying. Basin areas, pervious areas, and flow paths are depicted in the Existing and Proposed Hydrology Maps created for this study and included at the end of this report. Existing and proposed impervious/pervious ratios was determined through analysis of land use for each basin. Within the AES software platform, the closest corresponding impervious percentage for each basin was selected to determine a runoff coefficient for each basin. The computer-generated runoff coefficient for each basin was utilized for the existing and proposed hydrology analysis. A basin routing analysis was necessary to demonstrate 100-Year event post project peak flow rates equal to or less then existing peak flow rates. The time of concentration and peak flow rate hydrology data from basins A1-A6 was extracted from AES at Node 106. This hydrology data was entered into Rick RatHydro Rev. July 16, 2003 to develop a 100-year pre-detention hydrograph. The hydrograph generated from RatHydro was imported into Hydraflow hydrographs for a basin routing analysis. A post detention peak flow rate was obtained from the post detention hydrograph. The post detention peak flow rate was then brought back into AES as User Specified Hydrology at Node 106. Due to proposed site improvements the drainage basin boundaries shift slightly between the existing and proposed conditions. All site storm water flows were routed to point of interest #1 to compare pre-project and post-project peak flow rates. 2.2 Results The 100-year peak flow rates for drainage basins A1-A6 and B1-B4 are summarized in Table A below for the existing condition. The 100-year peak flow rates for drainage basins A1-A6, and B1-B4 are summarized in Table B below for the proposed condition. Refer to Appendix C for detailed hydrology calculations. Table A: Existing Site (100-Yr) BasinID Basin Acreage (ac) Percent Impervious C Runoff Coefficient (Table 3-1 - SD County Hydrology Manual, June 2003) TC (min) Q100(cfs) A1 0.25 0%0.41 7.64 0.55 A2 1.54 52%0.63 8.92 5.26 A3 0.25 0%0.41 8.90 0.50 A4 1.66 73%0.79 9.28 6.75 A5 0.19 6%0.41 7.58 0.42 A6 1.32 73%0.79 8.58 5.63 B1 0.18 0%0.41 9.44 0.35 B2 1.14 0%0.41 11.51 2.25 B3 0.58 75%0.79 5.0 3.26 B4 0.51 68%0.71 5.07 2.55 Total 7.62 N/A N/A 10.50 21.40 Drainage Study Kelly Elementary School Modernization LPA Project No.: 18283.10 Page 5 Table B: Proposed Site (100-Yr) Basin ID Basin Acreage (ac) Percent Impervious C Runoff Coefficient (Table 3-1 - SD County Hydrology Manual, June 2003) TC (min) Q100(cfs) A1 0.25 0%0.41 7.64 0.55 A2 1.93 63%0.71 8.66 7.35 A3 0.25 0%0.41 8.90 0.50 A4 1.66 73%0.79 9.28 6.75 A5 0.19 19%0.46 7.03 0.50 A6 1.32 79%0.79 7.98 5.95 B1 0.15 0%0.41 9.44 0.29 B2 0.95 0%0.41 11.5 6 1.87 B3 0.42 80%0.79 5.0 2.36 B4 0.51 68%0.71 5.07 2.55 Total 7.62 N/A N/A 10.6 1 19.31 3.0 Conclusions This drainage study analyzes the existing and proposed hydrologic and hydraulic conditions for the Kelly Elementary School Modernization Project. The project is a redevelopment priority development project located within the city of Carlsbad. Hydrologic analyses were conducted to determine the existing and proposed 100-yr peak flow rates in accordance with the San Diego County Hydrology Manual (June 2003). Drainage basin A2 increases in size between existing and proposed conditions. Drainage patterns remain essentially the same except improved areas will be routed through water quality controls and a detention system prior to connecting to the public storm drain system. Drainage basin B2 decreases slightly in size and the drainage pattern remains the same between existing and proposed conditions. In accordance with the San Diego regional hydrology model a significant detention system is proposed for this project. The proposed detention system has been designed to attenuate peak flow rates from the project site. See the report titled “Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) for Kelly Elementary School Modernization” dated May 11, 2021 (and any revisions thereafter), prepared by LPA, Inc. (Job #1828310). Basin routing modeling of the proposed detention system demonstrates a decrease of 100-year peak flow rates from 21.4 CFS to 19.31 CFS. Due to the proposed construction of the stormwater detention facility at the A1-A6 basin outfall, the proposed post project condition will have a net reduction of 100-year peak flow rates of 2.09 CFS. Drainage Study Kelly Elementary School Modernization LPA Project No.: 18283.10 Page 6 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 City of Carlsbad is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. Engineer of Work This report was prepared under the supervision of Kathereen Shinkai, PE, Director of Civil Engineering for LPA, Inc. __________________________________________________________ Kathereen Shinkai RCE 68369 Expires 09-30-2021 APPENDIX A 100 Year Rainfall Event – 6 Hours 100 Year Rainfall Event – 24 Hours Soil Hydrologic Groups Map Project Site P6 = 2.7" Project Site P24 = 4.5" H-+-t-H-+--t-+-H-++-H--G.>++-H-++-H-+-+-+-H-+-Ll+-H-+-+---l-1--1----l----l-H-+-+---l----c9-l----l----l--l------l----1-----l-----/-1--1----l----l--l---l----~---1--'------'e-----+---+--+-+-+--+--+-+----<--+--+- "<t" H-+-t-H-+--t-+-H-++-H-~---l-+-H-+---l-H-+-+---l-l--l----l-4-----l------l----l-----l-----/-1--1----l----l--l------l----1-----l-----1-!!=---l----l----l--l------1----1-----l-----/-1--1----l----l--l---l----co!-k-, -+-+----a-+-+---+--+-+-+-+-+--+-+-4-+-+-+-+-+--+-+-+-+-+-++-+-' ...,.. '---l----1--J_____j____J_J Kelly Elementary School Soil Group D 1-+-1----+-tllll;.I\.'; l-------l-----l--./.Q4;-_0@0 ll------1--e--l-'3-2"-45 )I-.J--+--+-+----1 County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups D Group A -Group B D Group C D Group D D Undetermined D Data Unavailable DPW ~GIS N [lep=ll""J.'i9JJt~Pubi'ic¼"O\.;:s Gco,11<,•pJ~ l.r,ofwrr,;_1/klfl &,v,t;c:s- s ffi=GIS 1;i/c HJ.vs:: San Diq;o Covered! i===~=j=M:tiettmtli==ttttt!='1fE ■--+-----1---'-'3 'S01-t--+-t-+-+-t-+-+-+---+-+-+---+-+--+-+-+--+-+----l-+-+----l-+-+---1-+--l---l-+--1---1-+---l----1-+--1----l----1--------1----l----1----1---1---l----l---1----1-1---l----1-1----l--l---l----l--1---1----l-+-+--1---l---l----1---1---1----l-+--1---1-+---l----1-+--1----l-+-H-+-+---++-+---++-+---+-+-+--1 THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This products may contain information from the SANDAG Regional Information System which cannot be reproduced without the written permission of SANDAG. This product may contain information which has been reproduced with permission granted by Thomas Brothers Maps, 1-1-+-+--+-+-1--+-+-+-+-+-+-+---I---&: 3 s 0 1-1-+-+--+-+-1--+-+-+-+-+-+-+---l---~•-1--+-+-1-+-+-+---l------l----l------l---l--l-----+-ro C!p 3 Miles ...,.. ...,. APPENDIX B FEMA FIRM Map Number 06073C0768G PROJECT SITE NOTES TO USERS This map is k>r Ul68 In a,dmilliSlelfni, Ile National Flt:>04 lnsuranoe PJogram. • Gl)K not 11M~"o/ idemify &II :lrt'aSc iubje<.1 10 fk>oding, pa11iculmty from l~I mil!l'lag~ 50l.60JS of small $1U, Tho eoimmun!1y m•p NOpo5'to,y 5ilould tit consoltod tor pos5"1lle UpdiMd or aOdlUOnel lood h.azar<I lnfofm8ti0fl To obt.an moro lkt~O lnklrmatJOn In are.is wher• BHt Flood E.levatlona (BfEst and/of noo<1wa~ Mve be&n ijelemllrwcJ. u5efs are 8B0011'911ed ~ 00080It Che F~ PiofilM ~ Fbodway Otll4 l!lr'lci'-0( Su1l'Wr'laly of Stilwalel' Eit!~Miont IM!lt!-s con11Mn111d wi1hin h Fktod ln$j,lr"no. Sli.,;:ty jFISI rcpot1 Sia! ~l"Cs llhh; FIRM OSElrs 6hoold be IJW.are that all:& 6tlotMl 00 the rtRM rapre5'iW'tl 10\#li:led Olll\ole-loot 4:!~litWII. These BFEt a~ inlMdetl lot llood klsutatlOf! ralir'lg putpo&e'!I 001)' ar'ld dioold n011 be used ;i.s !he sole llOllrce of loud devaition ..tc.m1111ion. Ao::ordlngly. flood elwatfon dMe f)f"Hl9,_d In ltl9 FIS r•l)Ofi :should be ~zeo Jll COf"f,I~ 1'1111'1 the FIRM for pul\109Bs of 0011611\JCliotl 8f)d!or loodpfek'I metl~1!1""81ll CO<HUJ ~ Flood ElitV.JtioflS 18f&) lihown on tlllS map apply or-, I~ of 0.0' NO/tl Amef\c8f1 Vertic81 08tl¥rl or 1968 (NAVO a8}. lner'8 of 1hiS FIRM 8holA:I be aware fial COMU!l rbod ~lewtion~ M!! a~ pr~ ill lhi!t Surmniiry of Slillw..iltef EltWllioli$ 1atiie In tt1$ Flood 11'1$ll~ s,~ report fOt ltlls )ll'i$diciion El~11$ ~°""' t, Ile Summ&f)' of SUlw&l:er l:Jevetlom ta~ trioulO be user.I 1Cf'" coostrucOon al'Jd/ot ftoodi=,lain 1Ylflf'l~I p..i~& whef'I l'ley ~ higlllE!r ll'ull'I Ille-l!tevetiorlll shown °'1 Slls FIRM. Bwrklartes (If 1fl8 flOOdways we,e OOrfC)u1i!d at ctoes s.ectiotta &Ad IIW!rpolatea ~en aon se<:1ions. Tite-ftOOllw3yi were bbsed on h:,draulic o::m?idefa!iomwrth .-.g,iJ!'d to .-.11,1Qrr-..nl$ o,1 tAI N;wtJ~I Flood lnRi~• f'rog,.-m FIOQl;I~ 'M«M .!Ind Olller PE!f\i,lenl n~ data are provi<k!d il'l 1118 FIOo(I ln!Wfance SIU<Jy reoon. forlf'liijuri~ CenBin tlfHS not~ Spectar Rood Hazard Aree! may be P'O'ecll8cl by flood coottOI structu~" Ref~ to Se-(;lic),. VI •Flood Pt(UctiOl'I tA!tJ!JufeS" of ltie Flood IO$Unlrw;:e Stooy rcpon fQll'!nfonnatQn Oil flood Ol)l'l1rol Sln,lcilSf,S for llu 1,1flldic1i<lrl The-pnlj&c-tiori U91:!d il'I fie prepar.aliot\ ol llflis rl'll'IJ) was lJrirvier&al fffMl~ Mereairor (UTM,z~ 11 ~ hotfion~I d•lvm was MAD83, GRS1980!1phemid l)ll'ef9nce$ In <S.it:Ym. $ptlwoli.l, proj~lo,n or UTM ZOfl9.i ~ Ill 1he prOOucflon of ARMa '°' al$9cent jur'l~M mav ~n 11'1 alight poaHlooal o:saerances 11'1 mlllf) fn~s .:ton juri$ddio11 bounit:mes These diffwcnce, !So n04 Mfed 1he ~c.o..;,cy oi #N~flfU-4 Flood ~lffltioM Ol'l Ills mlJl:I l'l!e ~er!!lced ~ the Nedi AmeriC:all Vei1ic!V D.!ltutn of 198$ T~~ ftood elcv,anion, ,iw.i51 tio aimll")rod to 511\l~lre aOG IJ't",IM tle'll;ibon; R'!Moc.ed to 1t1e same "fltital d•liiffl. for WltormMlon reganling coiwersion Ile-tweet! IM NatiioAfll Geoodetic 1/Mical Daklm of 1929 tJ1)d lt1e-N<H'tll Arnefiean \11:!rticat Oim_1m Ill 1988, vish the N~tionat ~ SLrle')' W<!b$flfl: a1 tittp•/lliw,oN ~$.lltleaJ.iovl or ooruo: the Nil0011i11 GIJocletk: 6tJMl'f .it 11i,e lollO<Mng addreM.. HGS ;,ronnEllloo Senike, NOAA. NJNGSt2 Natiollill Geodclir. &livey SSMC-3 •9202 1315Eittl-W&sll1!0'JW8Y Silver S§:11it19, lkiiyl6r'ld 20910.32~2 f)r)1j113-:\242 lb oblaln eo.rent ele-.-&lioo. ~IIM. 8oo/o( localiorl if1io(ma~oti tot bench ma.ts. sflown cin this map, ple:~$1> cr;mt,d Sle llffimlllion $eMCllls 8rauch cf Ile M.aliorn-' GvQl)etl~ $urvw iii (J01j 71 J-.3242 or ..WC«& 'WRBll9 <11tf1ttp•1,w.,.,«ng5 OOAi gow. S..H map inmffl'llllion sl\o:JWn on this FIRM was pr.widl!d In d~i\.!11 fofll\,'lt 1J1f !tie USDA NetioMI Agr1oull.lM9 lrn;i119ry Program {w.JP). tnl& lniorm9'km Wei$ l)halogrsmmetneaty oo~iled at a !lC8l1e ol 12<1.000 rrom aerial l)tlotogra~y Mt&d 2009 TIiie map renac1s more d"'1silacl and up--40-date wt-aM ch1tit1el conr1Q:w-•1iona. lheB !hose ~ on ~ fH!'o'iOUS F1RM for ltlis ju6idiction. The loodptai'ls ar'ld I\Qo:;lvr.t"J$ liilll -Al 1r;m:d"cned from 1110 p.-.:•.;ou~ FIRM may ha·.-e been adjU$1i:cl lo CC>rllorm eo 11'858 new '-lream chann.el cc,rllguriCIOM. As a result.. fie Flooa Prof~& anct floodway Data tables /fl Ille Flood h1'&in!ll')Ce study J'efl'()ff (Which rotlt.a,in <11(,l.tflof7'.,sl'IV9 flyc,.ra,111\(: d.Jr.J m,y roftcct $lre1111m Qlan11el d~ '1af differ ~ ....rt~ls&howflonlhc8rnap. Corpouta limit$ shown on lhn IT\IIP a.-e 11;,sed on the IM!,l d!Y,11 ,11llllital,~ ~t !he bme- ol ptAllc.illon 84Ketu&e chi;lngll$ d~ '° illWMt:lliltlorl& or (l..,;IIVl9XollJQn& m;,r h;IUIJ oco..«8d 9lt0f lltli& map ~ ll~lis.tled. m9P usea 6hould cootect 8~f0Pil81e cxim1TVJ~ o«,i::i.,I! to V81fy current c:oq:,orMe lmN l~lions. Plea&& re"8r 10 the aepif8lafy l)flnl&d Map k'Ml9l lor an owrvtew map or the ooonty 9110¥.vt(I trie, 18:fOUl or l"n89 p8rlels., oommu~ map 1epo!itory addresaes: 81ld a LiS"tin,g of C1XlV11111hie,, ~ble oo~airmg NaQIC:nml Aood ln51.1r~~ Progr,11m date$ fDf eacti corrmunllV as wel as a Isling or ltle PQl'leb on ....tilch eacti comiunlty ~ """"' ~ct 11\e FEMA Map SeNic.e C.,,lff 8l 1.aT1-FEMA t,Y.P (1-871...JJ6.2627> kl( inf0ffll81ion on 8'Vailable 1)f00uco l!mOCiMedVfith Jhjs FIRM. Ava~bte p(OWCIS may i'lciudl! pre'o'i011sly issutd Lf,tll!r, of M¥ Chlll'IQe, • Flood ln5Uf1SlCI! s-iity report. 1111dlof ijjgllilll v~s of lhls ffiilll Thv FEMA M.Jp Sen.'1C9 Centtr m;rr .Jl$0 be ~~Fax at 1-800-35S.9620aOO !ts~ &I hJ!P"lj'[nsclftmB:99111 ff' ycu twrUII ql.Kltdot,6 ilbo\11 IN• m.,p or pstiol"l5 QOO!;Cffil"!I ~ Na!lon;tl FloQd- h\SUrflnce Program in gen«al. P'etie -call 1-877..fEMA MAP (1-877'"336-2627) Of W!it lb! FEIAAwebsib!! 81 htwttw,.w.fie:ma.go)'{businH!lr(ll{ TIie ·&)t6ft1e bHe lilMls" depicted on this map repreS81'lt lt'le hy~llc mod-.elhD baselines 11181 matd'I 11wi flood p(OfileS ., the FIS re-port. As a resulL of mp:rom lopogr~phic dma, the "pn:,ff,e -txlise 1tie• in some U5eS, 1n,1y deviate S119nilk.~ndy !tom lhe ctta,,nel G$11lflrllne Of appea,o~ 1ne SF11A. AGUA HEDIONDA LAGOON 62A5000 FT 117'18'52.5" 33'1W22.5' 2000000FT 199!5000FT LEGEND SPEC1Al flOClO HAZARD AREAS SUBJECT TO It«..INDATION 5¥ THE 1% ANNUAL OWICE FUX:0 ~l~ft'flw,)(~f'fl;IQO(tco-i,iwl'rl;lol;l)..i11SOl(no,,.nii;<;0.1Ni4"fbl0,'611'c~t~~5a 1'.lli,~dtM!lll(l~<¥bC~fl/JtttO-,~r Tht~lrllf!oo(lt""11&rd.llm1Bttie ;trC,1$Ubjcdlof'Godhgbylhe l'i>¥--1~ffoocl, Asw$rl~A;iodliunln;ble21;:noj ~.e..N1,Jt0,Ak..M9.Y,ant~E. h&Ml!;Fl00d~!Stliewil~-SU<l'atta.1MJOl'ldlhe 1~-l<l'wln:e!bxl. lONEA NoS-flood~i.dl!!Wfflne:I. zoue AH RIIDd depth, ar 1 to l im (112mly are.as d pondlf9k Bise Rood Ele'Rlaons -· ZONE AO RIIDd~•r:I l to)fl!<f:(USl.lll'ly.w:,,!1. l\tM onN!l~-n).: 11_,._, cli!:pth5. ........... Fol' ~IWS Of ~11,,;~I hn n»;lh). ~ ~ i;lcttffll!IW,. 5ci,eNI Rood timl\fktil ~ ~ frOrTIN l"-~I tNric;t l'lo«I try 11ftoo:lccnml~mlh11twas'Slmieqoe:rtt(deioertl!led. la>O!ARlnctcr~llwll Ille f01me, tb>d control~ ii t,e;i,g rtstDrfd to~ "'°'ection from~ 1,i..,.._1chlfu:or~ftoo:I. ZOkfAtt Af"10~tr;i b(a p!Ol:ffll!'4 I~ l'!ili ;mni,,J(I\Nq nood ~t If,'~~ n»;r jJl~llM~.tefflu~(OtlSlru(tiOfl;IIO~Ftlodf~~~l'li!d. ZOfft:V ~n)OCl1ooea-,i~ty~1i1~(...-;1-c~):1'1()~54F4Ql:ldl;MC,Jon5 -· ZQHE~ Comdt1ood.n:ne""1h~~~~t;~RIIDd£~bOfl$. _.. .... I\OOOWAY AREA$ IN ZON!;'. /IJ; TllCl~lsltc~dJWWffip\ll,:~fl'~Ttllll'!Q«l~ln._~rn.l$1i~l,ffl(~Of ~J()6(flf"8"1t '6 INI ~ I~ l!WUI <NI~~ fb)d am be ea,rM!iCI .-ttrio.A ~ klc:IN~ J"I --tZIZl OTHER R.OQOAAEAS ZC)HeX Area~ofl)..2,-.annilltchlnallD::d;1re1ttDlt11A,1nrtUllchllncelb:ldWiOI~ _,..d'"51Nn I lb:C,<,twtfl.Oljhige IJ!YS lesl,IN!n t !,Qu;rritlnlle:¥'CI IR.l5~1lot'~rRml'\l.annunl,dllr~ftoad.. D OTHER AAfAS Ale'l,<l~l'ffll!dtoll!cu:s:aot~021'.w'l'UlllttilroUfb:Xl~irL ~~In •lliCl'llloooNrilrd~ilelftlelr;l!l'i~M ~ ~ OOASTAl. SARRIER Rl;$0URCES SYSTEM (CERS) ARfAS W O"nicRWlSf PR.OTECT'EO AAEAS (OP.As) CElRS .._-,u ~-""'1Nltrlo.:.lelldwtt,;nor~nt toSpcdalfkxldtfill?r.l ~ 1%antual<hiflcefl0odpltln~ry U,._~IC!lif«n::iodttlaO'lbev'!dt,y flood ... 't'rbOu~ -----~Obctil>dlirY ..................... O;!R5~QP,l,llloun(I~ Bcolrfllllry ~Ing ~ flaoD Hautrrl ~ Zooes «ll-+--bOun:Sl,y 0~ Si)«ii! l'l00cl ~ M aid Offtle't &tie Ftul EleY.Jmns, ffood deptls,or Ibid vek:rt'e ----..513--!iase FbJd B!wllon W lllld"lt'.ue; ~m M' ~se~~-...118•"-'u~~ow!Nn,o,,e;~ 1nfe!t' (£L9(17► 'Rlfertnttd10hMoltt!A~~~0911.1ff1Dll.llll8 ©------0 01Nll!Ctlon kle ®---------@ ,,._..., ~-OOOOOOOFT ~IC COO'dN~ f'fftltl'l«<I to OIi! Holtl'I A.~ Dlleumall91!l(Hol.D8~).'We!mn~ 1000.n'l&tJ'Un,..e,QIT~~g~ll<kS,~ll ~foot 9'1d .....ruie:.: QUllmil 5tJte Nin« (l)llfllnJf.c ~ lDl'le VI (fll'S20N!" "!06). Ulnftlt pr0!'!(jj0fi 8cnch1N/ll(-~n.-<i,,)nll'l~to~~o(~ FIRH-oel'le) IMP REPOSITORtES Rtij,. M~p R.-..... ~II on Mas> ll!Qel fFFfCTI\11;. DATE CW COtJNT't''hlOE ROOD IN:SUAAHe! AAl! MAP ......... ,.,199, l!!l'"fCTM CATI!!('.$) 01' IU.\otStON,;6,) TO THIS PANEL M9)111l,2011•1DVpdl~COIPC)ratetmtls,IOadd~r.droadn1mH,tolnCD1POlllt8P19\lloUsty IIS<leOL&tll!ll'ldMap-Re\\slan,-,:l!Du~=.•le<tllljQf!Jt)Horh~"IVetll:.IIDl111mal r-o,,~iy~~~lliilllfYPf>Orto<OU!'lty,o~el'Mll!ilt'O,.~totflo!COmnunry~p Hl,;'lc)fy t>becloc.ll;i,dt"Othe:Fb:Jll.l~ra~ Sbidt "'part llc:lr th$~. TO0l!IMl1!ineifl100clJ'ISU',)l!Ct,iS~llbieint11;;00l'MVllfy.<Ol'llilCt...:U-"'61Ar'Cei9!f'\tO.-c.lt theNlb;nlflacd !~ Proljr.l\ll ]-9i))'1:9.fi&ro. MAPSCA.LE 1"•500' ... ... , PANEL 0768G FIRM FLOOD INSURANCE RATE MAP SAN DIEGO COUNTY, CALIFORNIA AND INCORPORATED AREAS PANEL 768 OF 2375 (S!:E MAP INOE.X FOR FIAM PAHE.t LAYOUT) -COWJJNTY ~~~ C8Xte~ o.66 0 -Ill~ T'-R>pNombo,........,bol:lw-.ld bl- Wl-pfa<,,V,_O<I ... ~OQno-n,N .... --•-"'IIUl:l bo UOl!'l on -.nra •..,-.,,..,._ '-.... •~ ~,, MAP NUMBER 06073C0768G MAP REVISED MAY 16,2012 APPENDIX C Existing 100-Year Hydrology Calculation Proposed 100-Year Hydrology Calculation ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Kelly ES * * Existing * * 100-YR * ************************************************************************** FILE NAME: KE100.DAT TIME/DATE OF STUDY: 14:02 01/27/2021 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | Area A1 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 38.00 DOWNSTREAM ELEVATION(FEET) = 33.70 ELEVATION DIFFERENCE(FEET) = 4.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.638 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.413 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.55 +--------------------------------------------------------------------------+ | Area A2 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 33.70 DOWNSTREAM(FEET) = 28.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0193 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.899 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.52 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 8.92 SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 4.75 AREA-AVERAGE RUNOFF COEFFICIENT = 0.599 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 5.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 4.31 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 25.10 DOWNSTREAM(FEET) = 22.20 FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.26 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.27 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 104.00 = 524.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.27 RAINFALL INTENSITY(INCH/HR) = 4.78 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26 +--------------------------------------------------------------------------+ | Area A3 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 32.70 ELEVATION DIFFERENCE(FEET) = 2.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.902 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 89.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.904 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.50 +--------------------------------------------------------------------------+ | Area A4 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 32.70 DOWNSTREAM(FEET) = 29.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 CHANNEL SLOPE = 0.0314 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.772 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.57 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 9.28 SUBAREA AREA(ACRES) = 1.66 SUBAREA RUNOFF(CFS) = 6.26 AREA-AVERAGE RUNOFF COEFFICIENT = 0.740 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 6.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 5.54 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 205.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 22.20 FLOW LENGTH(FEET) = 208.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.75 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 9.89 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 104.00 = 413.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 RAINFALL INTENSITY(INCH/HR) = 4.58 TOTAL STREAM AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.26 9.27 4.777 1.79 2 6.75 9.89 4.582 1.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.58 9.27 4.777 2 11.79 9.89 4.582 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.79 Tc(MIN.) = 9.89 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 104.00 = 524.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.20 DOWNSTREAM(FEET) = 19.80 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.79 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10.08 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.08 RAINFALL INTENSITY(INCH/HR) = 4.52 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.79 +--------------------------------------------------------------------------+ | Area A5 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 34.50 DOWNSTREAM ELEVATION(FEET) = 30.10 ELEVATION DIFFERENCE(FEET) = 4.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.580 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.439 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.42 +--------------------------------------------------------------------------+ | Area A6 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.10 DOWNSTREAM(FEET) = 28.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 169.00 CHANNEL SLOPE = 0.0095 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.022 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.82 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 8.58 SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 5.24 AREA-AVERAGE RUNOFF COEFFICIENT = 0.742 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.63 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 3.55 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 269.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.50 DOWNSTREAM(FEET) = 19.80 FLOW LENGTH(FEET) = 144.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.25 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.63 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 8.81 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 105.00 = 413.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.81 RAINFALL INTENSITY(INCH/HR) = 4.94 TOTAL STREAM AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.79 10.08 4.525 3.70 2 5.63 8.81 4.935 1.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.44 8.81 4.935 2 16.95 10.08 4.525 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.95 Tc(MIN.) = 10.08 TOTAL AREA(ACRES) = 5.2 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 632.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 19.80 DOWNSTREAM(FEET) = 17.00 FLOW LENGTH(FEET) = 208.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.26 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.95 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< ============================================================================ +--------------------------------------------------------------------------+ | Area B1 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 32.50 DOWNSTREAM ELEVATION(FEET) = 30.90 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.438 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 79.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.722 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.35 +--------------------------------------------------------------------------+ | Area B2 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.90 DOWNSTREAM(FEET) = 24.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 230.00 CHANNEL SLOPE = 0.0261 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 4.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.155 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.32 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.85 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 11.51 SUBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 1.94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) = 2.25 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.51 RAINFALL INTENSITY(INCH/HR) = 4.16 TOTAL STREAM AREA(ACRES) = 1.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25 +--------------------------------------------------------------------------+ | Area B3 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 28.70 DOWNSTREAM ELEVATION(FEET) = 27.10 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.883 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 73.82 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 3.26 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 3.26 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 27.10 DOWNSTREAM(FEET) = 24.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE = 0.0163 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 3.26 FLOW VELOCITY(FEET/SEC.) = 4.20 FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 4.42 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 203.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.42 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.26 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.25 11.51 4.155 1.32 2 3.26 4.42 7.114 0.58 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.12 4.42 7.114 2 4.15 11.51 4.155 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.15 Tc(MIN.) = 11.51 TOTAL AREA(ACRES) = 1.9 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.90 DOWNSTREAM(FEET) = 22.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.0112 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 4.15 FLOW VELOCITY(FEET/SEC.) = 3.53 FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 12.64 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.64 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.15 +--------------------------------------------------------------------------+ | Area B4 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 28.00 DOWNSTREAM ELEVATION(FEET) = 26.50 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.072 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.79 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.048 SUBAREA RUNOFF(CFS) = 2.55 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 2.55 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 204.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.50 DOWNSTREAM(FEET) = 22.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 91.00 CHANNEL SLOPE = 0.0473 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 2.55 FLOW VELOCITY(FEET/SEC.) = 4.71 FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 5.39 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 204.00 = 186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.39 RAINFALL INTENSITY(INCH/HR) = 6.77 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.15 12.64 3.911 1.90 2 2.55 5.39 6.774 0.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.95 5.39 6.774 2 5.63 12.64 3.911 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.63 Tc(MIN.) = 12.64 TOTAL AREA(ACRES) = 2.4 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 106.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.20 DOWNSTREAM(FEET) = 20.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 153.00 CHANNEL SLOPE = 0.0111 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 153.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.63 FLOW VELOCITY(FEET/SEC.) = 3.98 FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 106.00 = 723.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.63 13.28 3.788 2.41 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 106.00 = 723.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.95 10.50 4.408 5.21 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 840.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.40 10.50 4.408 2 20.19 13.28 3.788 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.40 Tc(MIN.) = 10.50 TOTAL AREA(ACRES) = 7.6 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.6 TC(MIN.) = 10.50 PEAK FLOW RATE(CFS) = 21.40 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1618 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Kelly ES * * Proposed * * 100-YR * ************************************************************************** FILE NAME: K100.DAT TIME/DATE OF STUDY: 13:06 01/28/2021 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | Area A1 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 38.00 DOWNSTREAM ELEVATION(FEET) = 33.70 ELEVATION DIFFERENCE(FEET) = 4.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.638 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.413 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.55 +--------------------------------------------------------------------------+ | Area A2 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 33.70 DOWNSTREAM(FEET) = 28.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 248.00 CHANNEL SLOPE = 0.0206 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.992 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.05 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 8.66 SUBAREA AREA(ACRES) = 1.93 SUBAREA RUNOFF(CFS) = 6.84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.676 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 7.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 4.97 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 348.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 27.30 DOWNSTREAM(FEET) = 25.00 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.65 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.35 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.76 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 104.00 = 412.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 25.00 DOWNSTREAM(FEET) = 22.20 FLOW LENGTH(FEET) = 137.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.99 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.35 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 549.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) = 2.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.35 +--------------------------------------------------------------------------+ | Area A3 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 32.70 ELEVATION DIFFERENCE(FEET) = 2.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.902 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 89.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.904 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.50 +--------------------------------------------------------------------------+ | Area A4 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 32.70 DOWNSTREAM(FEET) = 29.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 CHANNEL SLOPE = 0.0314 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.772 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.57 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 9.28 SUBAREA AREA(ACRES) = 1.66 SUBAREA RUNOFF(CFS) = 6.26 AREA-AVERAGE RUNOFF COEFFICIENT = 0.740 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 6.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 5.54 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 205.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 22.20 FLOW LENGTH(FEET) = 208.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.75 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 9.89 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 105.00 = 413.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 RAINFALL INTENSITY(INCH/HR) = 4.58 TOTAL STREAM AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.35 9.04 4.854 2.18 2 6.75 9.89 4.582 1.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.52 9.04 4.854 2 13.69 9.89 4.582 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.69 Tc(MIN.) = 9.89 TOTAL AREA(ACRES) = 4.1 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 549.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.20 DOWNSTREAM(FEET) = 18.30 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.69 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 10.04 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 657.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.04 RAINFALL INTENSITY(INCH/HR) = 4.54 TOTAL STREAM AREA(ACRES) = 4.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.69 +--------------------------------------------------------------------------+ | Area A5 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 34.50 DOWNSTREAM ELEVATION(FEET) = 30.10 ELEVATION DIFFERENCE(FEET) = 4.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.031 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.710 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.50 +--------------------------------------------------------------------------+ | Area A6 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.10 DOWNSTREAM(FEET) = 28.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 169.00 CHANNEL SLOPE = 0.0095 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.262 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.21 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.97 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 7.98 SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 5.49 AREA-AVERAGE RUNOFF COEFFICIENT = 0.748 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.27 FLOW VELOCITY(FEET/SEC.) = 3.59 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 269.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.50 DOWNSTREAM(FEET) = 19.80 FLOW LENGTH(FEET) = 144.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.35 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.95 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 105.00 = 413.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 5.17 TOTAL STREAM AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.69 10.04 4.536 4.09 2 5.95 8.21 5.166 1.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.97 8.21 5.166 2 18.91 10.04 4.536 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.91 Tc(MIN.) = 10.04 TOTAL AREA(ACRES) = 5.6 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 657.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 19.80 DOWNSTREAM(FEET) = 18.30 FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.62 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.91 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.12 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 709.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.12 RAIN INTENSITY(INCH/HOUR) = 4.51 TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 15.61 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 18.30 DOWNSTREAM(FEET) = 17.00 FLOW LENGTH(FEET) = 197.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.72 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.61 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 10.61 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 13 ---------------------------------------------------------------------------- >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< ============================================================================ +--------------------------------------------------------------------------+ | Area B1 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 32.50 DOWNSTREAM ELEVATION(FEET) = 30.90 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.438 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 79.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.722 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.29 +--------------------------------------------------------------------------+ | Area B2 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.90 DOWNSTREAM(FEET) = 24.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 230.00 CHANNEL SLOPE = 0.0261 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.144 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.81 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 11.56 SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 1.61 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 1.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.14 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.56 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.87 +--------------------------------------------------------------------------+ | Area B3 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 28.70 DOWNSTREAM ELEVATION(FEET) = 27.50 ELEVATION DIFFERENCE(FEET) = 1.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.298 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 2.36 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 27.50 DOWNSTREAM(FEET) = 24.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 152.00 CHANNEL SLOPE = 0.0171 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 2.36 FLOW VELOCITY(FEET/SEC.) = 3.80 FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 4.96 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 203.00 = 252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.96 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.87 11.56 4.144 1.10 2 2.36 4.96 7.114 0.42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.16 4.96 7.114 2 3.24 11.56 4.144 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.24 Tc(MIN.) = 11.56 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.90 DOWNSTREAM(FEET) = 22.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.0112 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 3.24 FLOW VELOCITY(FEET/SEC.) = 3.25 FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 12.79 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.79 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24 +--------------------------------------------------------------------------+ | Area B4 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 28.00 DOWNSTREAM ELEVATION(FEET) = 26.50 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.072 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.79 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.048 SUBAREA RUNOFF(CFS) = 2.55 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 2.55 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 204.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.50 DOWNSTREAM(FEET) = 22.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 91.00 CHANNEL SLOPE = 0.0473 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 2.55 FLOW VELOCITY(FEET/SEC.) = 4.71 FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 5.39 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 204.00 = 186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.39 RAINFALL INTENSITY(INCH/HR) = 6.77 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.24 12.79 3.882 1.52 2 2.55 5.39 6.774 0.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.41 5.39 6.774 2 4.71 12.79 3.882 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.71 Tc(MIN.) = 12.79 TOTAL AREA(ACRES) = 2.0 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00 = 570.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 107.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.20 DOWNSTREAM(FEET) = 20.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 153.00 CHANNEL SLOPE = 0.0111 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 4.71 FLOW VELOCITY(FEET/SEC.) = 3.68 FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 13.48 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 107.00 = 723.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.71 13.48 3.752 2.03 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 107.00 = 723.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.61 10.61 4.379 5.60 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 906.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.31 10.61 4.379 2 18.08 13.48 3.752 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.31 Tc(MIN.) = 10.61 TOTAL AREA(ACRES) = 7.6 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.6 TC(MIN.) = 10.61 PEAK FLOW RATE(CFS) = 19.31 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS APPENDIX D Proposed 100-Year Rational Method Hydrograph Hydrograph Basin Routing RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 1/27/2021 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 10 MIN. 6 HOUR RAINFALL 2.7 INCHES BASIN AREA 5.6 ACRES RUNOFF COEFFICIENT 0.72 PEAK DISCHARGE 18.91 CFS TIME (MIN) = 0 TIME (MIN)= 10 TIME (MIN) = 20 TIME (MIN) = 30 TIME (MIN) = 40 TIME (MIN) = 50 TIME (MIN) = 60 TIME (MIN) = 70 TIME (MIN) = 80 TIME (MIN) = 90 TIME (MIN)= 100 TIME (MIN)= 110 TIME (MIN)= 120 TIME (MIN)= 130 TIME (MIN) = 140 TIME (MIN)= 150 TIME (MIN)= 160 TIME (MIN)= 170 TIME (MIN)= 180 TIME (MIN)= 190 TIME (MIN) = 200 TIME (MIN)= 210 TIME (MIN) = 220 TIME (MIN) = 230 TIME (MIN) = 240 TIME (MIN) = 250 TIME (MIN) = 260 TIME (MIN) = 270 TIME (MIN) = 280 TIME (MIN) = 290 TIME (MIN) = 300 TIME (MIN)= 310 TIME (MIN) = 320 TIME (MIN) = 330 TIME (MIN) = 340 TIME (MIN) = 350 TIME (MIN) = 360 TIME (MIN) = 370 DISCHARGE (CFS) = 0 DISCHARGE (CFS)= 0.7 DISCHARGE (CFS)= 0.7 DISCHARGE (CFS)= 0.7 DISCHARGE (CFS)= 0.7 DISCHARGE (CFS)= 0.7 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS) = 0.9 DISCHARGE (CFS) = 0.9 DISCHARGE (CFS) = 1 DISCHARGE (CFS) = 1 DISCHARGE (CFS) = 1.1 DISCHARGE (CFS) = 1.2 DISCHARGE (CFS) = 1.2 DISCHARGE (CFS) = 1.3 DISCHARGE (CFS) = 1.4 DISCHARGE (CFS) = 1.6 DISCHARGE (CFS) = 1.8 DISCHARGE (CFS) = 2.2 DISCHARGE (CFS) = 2.5 DISCHARGE (CFS) = 3.6 DISCHARGE (CFS) = 4.5 DISCHARGE (CFS)= 18.91 DISCHARGE (CFS) = 2.9 DISCHARGE (CFS) = 1.9 DISCHARGE (CFS) = 1.5 DISCHARGE (CFS) = 1.3 DISCHARGE (CFS) = 1.1 DISCHARGE (CFS) = 1 DISCHARGE (CFS) = 0.9 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS)= 0.7 DISCHARGE (CFS)= 0.7 DISCHARGE (CFS) = 0 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 01 / 28 / 2021 Hyd. No. 2 Post Detention Hydrograph type = Reservoir Peak discharge = 15.61 cfs Storm frequency = 100 yrs Time to peak = 4.17 hrs Time interval = 10 min Hyd. volume = 39,193 cuft Inflow hyd. No. = 1 - Proposed 100 Year Max. Elevation = 105.00 ft Reservoir name = Kelly ES Max. Storage = 12,768 cuft Storage Indication method used. 4 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 21.00 21.00 Q (cfs) Time (hrs) Post Detention Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 12,768 cuft Pre-Detention Q=18.91 CFS Post-Detention Q=15.61 CFS Pond Report 3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 01 / 29 / 2021 Pond No. 1 - Kelly ES Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 100.00 ft. Voids = 93.90% Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 100.00 2,950 0 0 0.50 100.50 2,950 1,385 1,385 1.00 101.00 2,950 1,385 2,770 1.50 101.50 2,950 1,385 4,155 2.00 102.00 2,950 1,385 5,540 2.50 102.50 2,950 1,385 6,925 3.00 103.00 2,950 1,385 8,310 3.50 103.50 2,950 1,385 9,695 4.00 104.00 2,950 1,385 11,080 4.50 104.50 2,950 1,385 12,465 5.00 105.00 00 693 13,158 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 1.00 Inactive Inactive Inactive Span (in)= 1.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft)= 100.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 3.00 0.45 3.00 Inactive Crest El. (ft)= 104.00 103.00 104.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = Rect Rect Rect --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.05 139 100.05 0.00 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.003 0.10 277 100.10 0.01 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.006 0.15 416 100.15 0.01 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.009 0.20 554 100.20 0.01 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.010 0.25 693 100.25 0.01 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.012 0.30 831 100.30 0.01 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.013 0.35 970 100.35 0.01 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.015 0.40 1,108 100.40 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.016 0.45 1,247 100.45 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.017 0.50 1,385 100.50 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.018 0.55 1,524 100.55 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.019 0.60 1,662 100.60 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.020 0.65 1,801 100.65 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.020 0.70 1,939 100.70 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.021 0.75 2,078 100.75 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.022 0.80 2,216 100.80 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.023 0.85 2,355 100.85 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.024 0.90 2,493 100.90 0.02 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.024 0.95 2,632 100.95 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.025 1.00 2,770 101.00 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.026 1.05 2,909 101.05 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.026 1.10 3,047 101.10 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.027 1.15 3,186 101.15 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.028 1.20 3,324 101.20 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.028 1.25 3,463 101.25 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.029 1.30 3,601 101.30 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.029 1.35 3,740 101.35 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.030 1.40 3,878 101.40 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.031 1.45 4,017 101.45 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.031 1.50 4,155 101.50 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.032 1.55 4,294 101.55 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.032 1.60 4,432 101.60 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.033 Continues on next page... 4 Kelly ES Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.65 4,571 101.65 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.033 1.70 4,709 101.70 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.034 1.75 4,848 101.75 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.034 1.80 4,986 101.80 0.03 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.035 1.85 5,125 101.85 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.035 1.90 5,263 101.90 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.036 1.95 5,402 101.95 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.036 2.00 5,540 102.00 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.037 2.05 5,679 102.05 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.037 2.10 5,817 102.10 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.038 2.15 5,956 102.15 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.038 2.20 6,094 102.20 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.039 2.25 6,233 102.25 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.039 2.30 6,371 102.30 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.039 2.35 6,510 102.35 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.040 2.40 6,648 102.40 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.040 2.45 6,787 102.45 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.041 2.50 6,925 102.50 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.041 2.55 7,064 102.55 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.042 2.60 7,202 102.60 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.042 2.65 7,341 102.65 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.042 2.70 7,479 102.70 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.043 2.75 7,618 102.75 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.043 2.80 7,756 102.80 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.044 2.85 7,895 102.85 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.044 2.90 8,033 102.90 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.044 2.95 8,172 102.95 0.04 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.045 3.00 8,310 103.00 0.05 ic --- --- --- 0.00 0.00 0.00 --- --- --- 0.045 3.05 8,449 103.05 0.05 ic --- --- --- 0.00 0.02 0.00 --- --- --- 0.062 3.10 8,587 103.10 0.05 ic --- --- --- 0.00 0.05 0.00 --- --- --- 0.093 3.15 8,726 103.15 0.05 ic --- --- --- 0.00 0.09 0.00 --- --- --- 0.133 3.20 8,864 103.20 0.05 ic --- --- --- 0.00 0.13 0.00 --- --- --- 0.181 3.25 9,003 103.25 0.05 ic --- --- --- 0.00 0.19 0.00 --- --- --- 0.234 3.30 9,141 103.30 0.05 ic --- --- --- 0.00 0.25 0.00 --- --- --- 0.294 3.35 9,280 103.35 0.05 ic --- --- --- 0.00 0.31 0.00 --- --- --- 0.358 3.40 9,418 103.40 0.05 ic --- --- --- 0.00 0.38 0.00 --- --- --- 0.427 3.45 9,557 103.45 0.05 ic --- --- --- 0.00 0.45 0.00 --- --- --- 0.501 3.50 9,695 103.50 0.05 ic --- --- --- 0.00 0.53 0.00 --- --- --- 0.579 3.55 9,834 103.55 0.05 ic --- --- --- 0.00 0.61 0.00 --- --- --- 0.660 3.60 9,972 103.60 0.05 ic --- --- --- 0.00 0.70 0.00 --- --- --- 0.746 3.65 10,111 103.65 0.05 ic --- --- --- 0.00 0.79 0.00 --- --- --- 0.835 3.70 10,249 103.70 0.05 ic --- --- --- 0.00 0.88 0.00 --- --- --- 0.928 3.75 10,388 103.75 0.05 ic --- --- --- 0.00 0.97 0.00 --- --- --- 1.024 3.80 10,526 103.80 0.05 ic --- --- --- 0.00 1.07 0.00 --- --- --- 1.123 3.85 10,665 103.85 0.05 ic --- --- --- 0.00 1.17 0.00 --- --- --- 1.226 3.90 10,803 103.90 0.05 ic --- --- --- 0.00 1.28 0.00 --- --- --- 1.331 3.95 10,942 103.95 0.05 ic --- --- --- 0.00 1.39 0.00 --- --- --- 1.440 4.00 11,080 104.00 0.05 ic --- --- --- 0.00 1.50 0.00 --- --- --- 1.551 4.05 11,219 104.05 0.05 ic --- --- --- 0.11 1.61 0.11 --- --- --- 1.888 4.10 11,357 104.10 0.05 ic --- --- --- 0.32 1.73 0.32 --- --- --- 2.414 4.15 11,496 104.15 0.05 ic --- --- --- 0.58 1.85 0.58 --- --- --- 3.062 4.20 11,634 104.20 0.05 ic --- --- --- 0.89 1.97 0.89 --- --- --- 3.811 4.25 11,773 104.25 0.05 ic --- --- --- 1.25 2.09 1.25 --- --- --- 4.646 4.30 11,911 104.30 0.05 ic --- --- --- 1.64 2.22 1.64 --- --- --- 5.559 4.35 12,050 104.35 0.05 ic --- --- --- 2.07 2.35 2.07 --- --- --- 6.543 4.40 12,188 104.40 0.05 ic --- --- --- 2.53 2.48 2.53 --- --- --- 7.592 4.45 12,327 104.45 0.06 ic --- --- --- 3.02 2.62 3.02 --- --- --- 8.704 4.50 12,465 104.50 0.06 ic --- --- --- 3.53 2.75 3.53 --- --- --- 9.872 4.55 12,534 104.55 0.06 ic --- --- --- 4.07 2.89 4.07 --- --- --- 11.10 4.60 12,604 104.60 0.06 ic --- --- --- 4.64 3.03 4.64 --- --- --- 12.37 4.65 12,673 104.65 0.06 ic --- --- --- 5.24 3.18 5.24 --- --- --- 13.70 4.70 12,742 104.70 0.06 ic --- --- --- 5.85 3.32 5.85 --- --- --- 15.08 4.75 12,812 104.75 0.06 ic --- --- --- 6.49 3.47 6.49 --- --- --- 16.50 4.80 12,881 104.80 0.06 ic --- --- --- 7.15 3.62 7.15 --- --- --- 17.97 4.85 12,950 104.85 0.06 ic --- --- --- 7.83 3.77 7.83 --- --- --- 19.49 4.90 13,019 104.90 0.06 ic --- --- --- 8.53 3.92 8.53 --- --- --- 21.04 4.95 13,089 104.95 0.06 ic --- --- --- 9.25 4.08 9.25 --- --- --- 22.64 5.00 13,158 105.00 0.06 ic --- --- --- 9.99 4.24 9.99 --- --- --- 24.28 ...End HILLSI D E D R I V E KELLY DRIVE1.66 IMP=0.73 A4 NODE:101 38.0FG NODE:106 20.5FL 17.0INV 18" Q100=21.40 CFS TC100=10.50 MIN NODE:201 32.5FG NODE:202 30.9FG Q100=0.35 CFS NODE:203 24.9FL Q100=4.15 CFS 100' 100' 10 8 '240'NODE:102 33.7FS Q100=0.55 CFS 270' POINT OF INTEREST #1 230' 0.18 IMP=0.00 B1 1.14 IMP=0.00 B2 0.58 IMP=0.75 B3 0.51 IMP=0.68 B4 NODE:210 28.7FG NODE:211 27.1FL Q100=3.26 CFS 85'135' NODE:220 28.0FL NODE:221 26.5FL Q100=2.55 CFS NODE:204 22.2FL Q100=5.63 CFS95' 91'153'0.25 IMP=0.00 A1 NODE:103 28.5TG 25.1INV Q100=5.26 CFS 1.54 IMP=0.52 A2 NODE:111 32.7FG Q100=0.50 CFS NODE:110 35.0FG 0.25 IMP=0.00 A3 NODE:104 29.3TG 22.2INV Q100=11.79 CFS NODE:112 29.40FS 24.0INV Q100=6.75 CFS 0.19 IMP=0.06 A5 1.32 IMP=0.73 A6 NODE:105 27.8TG 19.8INV Q100=16.95 CFS NODE:120 34.5FG NODE:121 30.1FG Q100=0.42 CFS NODE:122 28.5FG 26.5INV Q100=5.63 CFS 154'208' 100' 105'208'100 ' 169' 144' LEGEND SURFACE FLOW DIRECTION SURFACE FLOW PIPE FLOW X.XX IMP=0.XX NAME DRAINAGE SUBAREA AREA (ACRES) IMPERVIOUS RATIO V-GUTTER FLOW LIMIT OF WORK/DELINEATION BETWEEN DRAINAGE AREAS PERVIOUS AREA Job Number Date Published Checked By ScaleSubmittalDateARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE PLANNING This document and all other project documents, ideas, aesthetics and designs incorporated therein are instruments of service. All project documents are copyright protected, are the property of LPA, Inc. (LPA) and cannot be lawfully used in whole or in part for any project or purpose except as set forth in the contractual agreement between LPA and its Client. The unauthorized disclosure and/or use of the project documents (including the creation of derivative works), may give rise to liability for copyright infringement, unlawful disclosure, use or misappropriation of property rights held by LPA. The unauthorized use of the project documents will give rise to the recovery of monetary losses and damages including attorney fees and costs for which the unauthorized user will be held liable. Project documents describe the design intent of the work and are not a representation of as-built or existing conditions. LPA is not responsible for any discrepancies between the project documents and the existing conditions. © LPA, Inc.Developed forKELLY ELEMENTARY SCHOOL -MODERNIZATION & NEW CONSTRUCTION4885 KELLY DRIVECARLSBAD, CA 92008CARLSBAD UNIFIED SCHOOL DISTRICT03/19/2021 R.R. 18283.10 EXISTING HYDROLOGY EXHIBIT 1" = 30' 949-261-1001 Office 949-260-1190 Fax LPADesignStudios.com 5301 California Avenue, Suite 100 Irvine, California 92617 N 1" = 30' 30150 60 01EXISTING HYDROLOGY EXHIBIT CITY OF CARLSBAD REFERENCE NUMBERS:PD 2020-0046, GR 2020-030, DWG 527-6A3/16/2021 3:51:24 PM D D CO CO CO CO CO CO D CO CO CO CO CO CO CO CO D HILLSI D E D R I V E KELLY DRIVENOT A PART31.53232.533 26 25.5 25 24.5 0.42 IMP=0.80 B3 NODE:101 38.0FG NODE:201 32.5FG NODE:102 33.7FS Q100=0.55 CFS 248' NODE:203 24.9FL Q100=3.24 CFS NODE:107 20.5FL 17.0INV 12" Q100=19.31 CFS TC100=10.61 MIN 100'108'100' NODE:202 30.9FG Q100=0.29 CFS NODE:106 18.3INV Q100=18.91 CFS Pre-Detention Q100=15.61 CFS Post-Detention 0.25 IMP=0.00 A1 197' 230' POINT OF INTEREST #1 0.15 IMP=0.00 B1 0.95 IMP=0.00 B2 0.51 IMP=0.68 B4 NODE:210 28.7FG NODE:211 27.5FL Q100=2.36 CFS 85'152' NODE:220 28.0FL NODE:221 26.5FL Q100=2.55 CFS NODE:204 22.2FL Q100=4.71 CFS95' 91'153'100' 1.66 IMP=0.73 A4 NODE:112 29.40FS 24.0INV Q100=6.75 CFS NODE:110 35.0FG NODE:111 32.7FG Q100=0.50 CFS 0.25 IMP=0.00 A3 NODE:105 29.3TG 22.2INV Q100=13.69 CFS 100'208'105' 0.19 IMP=0.19 A5 100 ' 1.32 IMP=0.79 A6 169' NODE:120 34.5FG NODE:121 30.1FG Q100=0.50 CFS NODE:103 28.6FS 27.3INV Q100=7.35 CFS NODE:104 25.0INV64'1.93 IMP=0.63 A2 137'240'153'NODE:122 28.5FG 26.5INV Q100=5.95 CFS NODE:105 27.8TG 19.8INV Q100=18.91 CFS 144' 5 2 ' LEGEND SURFACE FLOW DIRECTION SURFACE FLOW PIPE FLOW X.XX IMP=0.XX NAME DRAINAGE SUBAREA AREA (ACRES) IMPERVIOUS RATIO V-GUTTER FLOW LIMIT OF WORK/DELINEATION BETWEEN DRAINAGE AREAS PERVIOUS AREA Job Number Date Published Checked By ScaleSubmittalDateARCHITECTURE ENGINEERING INTERIORS LANDSCAPE ARCHITECTURE PLANNING This document and all other project documents, ideas, aesthetics and designs incorporated therein are instruments of service. All project documents are copyright protected, are the property of LPA, Inc. (LPA) and cannot be lawfully used in whole or in part for any project or purpose except as set forth in the contractual agreement between LPA and its Client. The unauthorized disclosure and/or use of the project documents (including the creation of derivative works), may give rise to liability for copyright infringement, unlawful disclosure, use or misappropriation of property rights held by LPA. The unauthorized use of the project documents will give rise to the recovery of monetary losses and damages including attorney fees and costs for which the unauthorized user will be held liable. Project documents describe the design intent of the work and are not a representation of as-built or existing conditions. LPA is not responsible for any discrepancies between the project documents and the existing conditions. © LPA, Inc. 03/16/2021 R.R. 18283.10 PROPOSED HYDROLOGY EXHIBIT 1" = 30' 949-261-1001 Office 949-260-1190 Fax LPADesignStudios.com 5301 California Avenue, Suite 100 Irvine, California 92617 N 1" = 30' 30150 60 01PROPOSED HYDROLOGY EXHIBIT Developed forKELLY ELEMENTARY SCHOOL -MODERNIZATION & NEW CONSTRUCTION4885 KELLY DRIVECARLSBAD, CA 92008CARLSBAD UNIFIED SCHOOL DISTRICTCITY OF CARLSBAD REFERENCE NUMBERS:PD 2020-0046, GR 2020-030, DWG 527-6A3/18/2021 1:58:58 PM