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Home My WebLink AboutDrainage ReportDRAINAGE REPORT FOR SONOMA SUBDIVISION, PHASE 1 MB 11 11 COLLEGE STATION, TEXAS MARCH2007 MBESI# 1053-0005 McCLURE & BROWNE ENGINEERING/SURVEYING, INC. 1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845 (979) 693-3838 •Fax: (979) 693-2554 •Email; McClureBrowne@Veriwn.net ,. ' DRAINAGE REPORT FOR SONOMA SUBDIVISION, PHASE 1 COLLEGE STATION, TEXAS MARCH2007 MBESI# 1053-0005 McCLURE & BROWl\E ENGINEERING/SlJRVEYING, 11\C. 1008 Woodcreek Dri\·e. Sui1e 103 •College Station, Texas 77845 (979) 693-3838 • Fax: (979) 693-2554 • Emuil: McClurcBruwrn:@;Vcri;;un.m:l APPENDIXD- TECHNICAL DESIGN SUMMARY · 'SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Start (Page 2.1) Engineering and Design Professionals lnformation Engineering Firm Name and Address: Jurisdiction Mc..C\JI( <Af\J... ~("O....Jl\.t. E";\l\~: .... ..)"-.J s;.,,r;-~~~ .... ,, City: Bryan IOOS \No~r~~Jt C>t'".'> S.;i~l \03> ~c. x College Station Date of Submittal: le>\le;e S·h:.\-io", TX 777.4S M"-.rC~ -5. Zoo7 Lead Engineer's Name and Contact lnfo.(phone, e-mail, fax): Other: .let~ ~b.a.r.+s.:>" J PE ( 'f1'1 -Gl13 -3% 3'6) Supporting Engineering I Consulting Firm(s): Other contacts: Developer I Owner I Applicant Information Developer I Applicant Name and Address: Phone and e-mail: BC.S 0ev~l~N"'t'f c.:,. '174 ~ ''10 -/ 2.2"2.. 4D'l0 S.~. C, So.;l-l.. l!:ol\ eG." ~L. ~~o ... , ~ 1-;g4t:;, Property Cwner{s) if not Developer I Applicant (&address): Phone and e-mail: Project Identification Development Name: So""oMc:;. Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision? M ~} \ ~-; -~ \..c:.d ~l~~l1.1l 1'!Q ... If multi-phase, subject property is phase l of 3 Legal description of subject property (phase) or Project Area: (see Section II, Paragraph B-3a) c;;,Or'\ a""' C.. 4ot 3S A c.<es ovL 0, ~ R.Qb4\ s+~..Jt,..0:.D" Svrve'1, A -s '-1 If subject property (phase) is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. NA General Location of Project Area, or subject property (phase): \._¢ ~l.-C!...l •'--S.ov\-\.. 'Vt';)~ Co\l ~s(! st-....+;~ ..... ?rot="ot~)" .. .s c..\.... H... S<!>...,+£...e.~~~ '{, Ue...c* o::v'\. i. 0 L ei,c;...,.('t"O"' ~~ ...._,..J S.H. l-10. In City Limits? Extraterritorial Jurisdiction (acreage): Bryan: acres. Bryan: College Station: College Station: 40. 38 acres. Acreage Outside ETJ: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 3 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Proiect Administration I Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: ~(C"OI\. ~ Oi.r-d-. c:;;,r.4. l(O c c>\\e.~..! -$.\-..,+,:,." l,D (;vt..>rl'. ~.C...) E'...,...~ 6~j S?c..\:.=.e\~ .. Tt ... ~~ ~ ~\..t 6'....Jr.. ~ .~. 4 0 ~ \-\-<.. v "-"'-.\- 6~ro-R.c,...J.. ~ ~ .11.br +~ Named Regulatory Watercourse(s) & Watershed{s): Tributary Basin(s): /Jo r.\.. \... ~ot-t S~r ~"°' U t'H L • Plat Information For Project or Subject Property (or Phase) Preliminary Plat File#: 06 ~oo5oo15( Final Plat File #: JJL~ Date: Name: Sc,\ol'<1A Status and Vol/Pg: If two plats, second name: File#: Status: Date: Zoning Information For P.roject or Subject Property (or Phase) Zoning Type: ll-l ~ or Proposed? Case Code: Case Date Status: Zoning Type: Existing or Proposed? Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference{s) & Date(s): Participants: Preliminary Report Required? Submittal Date Review Date Review Comments Addressed? Yes --No --In Writing? When? Compliance With Prelimf.nary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any .. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2-Proiect Administration I Continued (page 2.2) Project Identification (continued} Roadways abutting or withln Project Area or Abutting tracts, platted land. or built subject property: developments: t~c (P,A·->•~ \.LS.) ~iC'"04' ~ o\.r-"J-. ~,~. !(O Co\l"-~.! ~~Jn'.,, .. (;=.,f 6c_rj ~ .... ~ck. 'Tc .... .:~ .\-o ~'-4 &...Jr ~.~. 40 -to t-4 u~ ... + ~~ro-R.o_....J. +.o H..t .u.:. (" .\. 1,... Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): ,IJ t> r .\. \..,. ~ot""t . Sf>r ~ ... °' Cr~,. i.. Plat Information For Project or Subject Property (or Phase) Preliminary Plat File#: 06-00500/5( Final Plat File #: jAiL8 Date: Name: Scr'\ct•\A Status and Vol/Pg: if two plats, second name: File#: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: \l-l ~ or Proposed? Case Code: Case Date Status: Zoning Type: Existing or Proposed? Case Code: Case Date Status: Sto·nnwater Management Planning For Project or Subject Property (or Phase) Pfanning Conference(s) & Date(s): Partfcipants: Preliminary Report Required? Submittal Date Review Date Review Comments Addressed? Yes --No --ln Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation ex~aining) any deviation(s) from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ . ·sECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Proiect Administration I Continued (page 2.3) Coordination For Project or Subject Property (or Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Coordination Dept. Contact: Date: Subiect: With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non-jurisdiction City Needed? Yes __ No:f:::_ Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes --No .lL Coordination with Summarize need(s) & actions taken (include contacts & dates): TxDOT Needed? Yes __ No~ Coordination with Summarize need(s) & actions taken (include contacts & dates): TAMUS Needed? Yes __ No.:b_ Permits For Project or Subject Prope,rty (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that obiective in soace.s below. Entity Permitted or Approved? US Army Crops of Engineers No ___:!:__ Yes _ US Environmental Protection Agency No 'I-. Yes - Texas Commission on Environmental Qua lity No 'I-Yes -- Brazos River Authority No _1:_ Yes - STORMWATER DESIGN GUIDELINES Effective February 2007 Status of Actions (include dates) Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -ProQertv Characteristics I Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, including extent of impervious cover? \..o.. .. J... t':> opt" P""-"' J.., . .n-~ ~~J.\... h-"st "~~ \. .... ~o -o.-6"'$ Je. (,1,., .1.. \./r ... ~ l' ~c..t c;'-1.,. La a--J. a ln.-c. LJt>r--~L Ft. t" \!. (> (.. $.l; C" ,' ,..(;. I"~ .e.A. l-:.... ,, , Site __ Redevelopment of one platted lot, or two or more adjoining platted lots. Development __ Building on a single platted lot of undeveloped land. Project __ Building on two or more platted adjoining lots of undeveloped land. {select all __ Building on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets). __ Other (explain): Subdivision $__ Construction of streets and utilities to serve one or more platted lots. Development __ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending glats. Site grojects: bu ilding use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of ?\...~c;.e. I -2.7 Le1~s 1 "103 l..E ~'-~he<.h Pro~osed ?N.~ z -s; 3 Loh, 2.l G,. I L..~ ~l Slrr~ Project Pk..;.e. > -I 16 LoJ..s 1 "2.'i~c;'. L.~. "!-s+ r.u.~ Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? _x_No --Yes FEMA Floodplains ls any part of subject property abutting a Named Regulatory Watercourse No __ Yes._X_ (Section ll, Paragraph 81) or a tributary thereof? ls any part of subject property in floodplain I No_L_ Yes Rate Map area of a FEMA-regulated watercourse? -- Encroachment( s) Encroachment purpose(s): __ Building site(s) __ Road crossing(s) into Floodplain areas planned? __ Utility crossing(s) __ Other (explain): No -- Yes -- If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 6 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~ertv Characteristics I Start (Page 3.1) Nature and Scope of Proposed VVork Existing: Land proposed for development currently used, including extent of impervious cover? k,. .. J... t':. 0 (> t.... f>°"";),.>.J ~<! w ~ll.. eJ...r:,.st ..t~.e t,...~o -c..~ JeC.l,., J.. vr ... ~ ".,. ... t c;''-1 .. 1..i a~ ~r,., ... c, LlDr~L Fi.I.'"\!. (< "-~ \ l,..c,. rr .e.A l::.-,, .,. Site __ Redevelopment of one platted lot, or two or more adjoining platted lots. Development __ Building on a single platted lot of undeveloped land. Project __ Building on two or more platted adjoining lots of undeveloped land. (select all __ Building on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets). __ Other (explain): Subdivision _:/::..__ Construction of streets and utilities to serve one or more platted lots. Devefopment __ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by Qending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of ?\... ..... s,.c. t -2-1 Lcl.-7 1 "1(;8 !...F# ttf-9'rt.-ch Pro~osed Pk~ z -:>3 Lc.l.-s, 2.l ~t t...~ ~l <;~~~ Project P\...;.;,.e_ > -/g Lol.s 1 '2..~'3>'5'. L.~. ell!-s+ r·~-~J-s fs any work planned on land that is not platted If yes, explain: or on tand for which platting is not pending? _LNo --Yes FEMA Fl oodplains ls any part of subject property abutting a Named Regulatory Watercourse No Yes_x__ (Section II, Paragraph 81) or a tributary thereof? [s any part of subject property in floodplain I No_L_ Yes Rate Map area of a FEMA-regulated watercourse? -- Encroachment( s) Encroachment purpose( s ): Build ing site(s) __ Road crossing(s) into Floodplain areas planned? __ Utility crossing(s) --·Other (explain): No -- Yes -- If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. STORMWATER DESIGN GUIDELINES Effective February 2007 Page6 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D-TECHNICAL DESIGN SUMMARY Part 3 -Property Characteristics j Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? No Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. If subject property is not part of multi-phase project, describe stormwater management plan for the property in Part 4. If property is part of multi-phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. 1 . v...i \ l t -P\.,~~ 1,.. -~,.."" ~+er "'''\\ b.t. Ce-..p"r"-'r4'< -~ fl. ~..,..,.,,. ct,J... c:.. -s.1 ... '>l' S\.op~,,t ~e ... .,L...c-..\t . S+orlY' u""~ w; (I bl_ LJ)""e:i~ ~ ~'"~ ~:-s ~,..J... d.&r~cil1 J.:~c.k..r".>~ \"'"~ei v" f'\~.-......<!'ck. ~1 \:>... +"'' .Ii.: A.r-+L.. F.!>c-k-'°t-Spr ~~ 6-6.e t.. Do existing topographic features on subject property store or detain runoff? -A-No __ Yes Describe them (include approximate size, volume, outfall, model, etc). Any known drainage or flooding problems in areas near subject property? ~ No Identify: Yes Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? {see Table B-1 in Appendix B) ~Detention is required. __ Need must be evaluated. __ Detention not required. If the need for Type 1 Detention must be evaluated: What decision has been reached? By whom? vb\e..J.\o--i;. rt.tv:~ ~ U11;t.'J Q-.o ... ,.....,-..lt"'r ~ic,J'I. G .... .-J.~t';.;~ J ~l!.'lt~r ?rel:-~"'-7 Pk:l-W "i.'!. c..pf'"o.;".). b..5.l'~ O"' v-:.1 ...... -c..c;. f'\_. ,IA.,,,.# Pol;.,. Hew-wa~attsA-made?-· "' . , " ~~~">" "*'-t!-crJ..l o,.J-..~e~ ~,\-;f>"' I~~_.~ H..~ 04.'~t°"~ 0 "-(J..oltS. t'\c.\.. a~v: i-.eJ . li\5 ttirAlkq:::> r;. ['\ i~I +_s y&J'i1tc11\$--\1'.A~ ~p,f- ·v efr.f\'\/~I\ .,, r1 I+. >s +-2Acf r~ 1/c:-lf'-1!11Ff!f.kC STORMWATER DESIGN GU IDELINES Effective February 2007 Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ 7 0 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -ProQertv Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? 1-_ No --Yes lfyes, describe splits below. In Part 4 describe design concept for handling this. Watershed or Basin Larger acreage Lesser acreage Above-Project Areas(Section U, Paragraph B3-a) Does Project Area (project or phase) receive runoff from upland areas? __ No :i:::_ Yes Size( s) of area( s) in acres: 1) 2Gt.S 2) 27~. :1. 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s). small creek (non-regulatory), regulatory Watercourse or tributary); \) 11..~.,. ~ftc.. J..re.-.~-~ \ .... )..,. l!.c.-.rr .:>" Roc..tl ~.o. v. "'·.,J e...ic.e.~ '!. ~C>l\O~c... bj .... d..r"' ~ "A._s.C? C..i \".er I- "l-) T \.. : s o..c-~" i c;. upeer r~c...:L a.~ N<> ~ J..\... FOr "'-~pr-i'""s (t<L~ ....._,..;._ .e~ks ~o"""" b.j ~ ....... ,.. .... $ .... c.., \..,u-\.-lrL fo-.1 ..:\... S.\..). 40. Flow determination: Outline hydrologic methods and assumptions: 13.:>4-L. \Jfil\"',..).. c..r.tfe...'i °' <"t. .J.._J...f-..J~ \opt>J, Does storm runoff drain from public easements or ROW onto or across subject property? --No 1--Yes If yes, describe facilities in easement or ROW: • I.) C.,\..1erl ,J, .. ~O.,Sf~I\ ~ z.) C...A-.ic.i-1.-~\-S.H. 40 Are changes in runoff characteristics subject to change in future? Explain \3.,.\-L.. v f \e.,.J. ,-s-~c...<;. we v l\J.~..r.t t~ ly..,_ <.~ ;J.. Ctn. .... ~ C<S:S I.I ~e.:A. .W.. ... 1- t..,~.J'"e tJ..~ \e>pM' ... + ...... ,ti! 4-....lc..c. (>\,..c. e • Conveyance Pathways (Section ll, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? "'!... No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). f\..t_ JJ·r-fl... ~~\!... ~ \-'S?r~r-:> Cree.\!-~lo..,s ot-\-~ ~1.\-e. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 8 of2.6 T\,._, Ou")\.. J.:.~ ~"'_,)..Le_rl\. p~r-l-lo-.. APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX . APPENDIX D -TECHNlCAL DESIGN SUMMARY Part 3 -ProQertv Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? 1-_ No --Yes lfyes, describe splits below. In Part 4 describe design concept far handlinq this. Watershed or Basin Larger acreage Lesser acreage Above-Project Areas(Section U, Paragraph 83-a) Does Project Area (project or phase) receive runoff from upland areas? --· No :!::-__ Yes Size(s) of area(s) in acres: 1) ZG.. 16 2) 27~ q 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), sman creek (non-regulatory), regulatory Watercourse or tributary); \)11..~s "'-<~ ~ J..r~~ ... ,. ~ .. ),,.,,. B~n .:>"' 12..oc..J. e..o. v. ,c;;..J. e.-.\e< ~ So"" o ('t' c... bj ..... d..ro-. ~ """".>C! C\I \11.er I- "l-) TI. ; s c..< ~ '-Io;. vpee.r lt!'C:..<::l. ... aJ No• .l,..\.. fur lL Gptr .... 5 lc<.L~ ~,..J... e ... ks ~o"""" ~· eAra...\,....._s .... c.., \1.1 u-\-~~c>-.1-;;\... $,\ .. ). 40. Flow determination: Outline hydrologic methods and assumptions: &>.\-t.. \.! e ~"' ... J. c...r «'e-. 'i ('.).. <"t. .._t,._J.ev~ \e>paoJ . Does storm runoff drain from public easements or ROW onto or across subject property? --No _1::,_ Yes If yes, describe facmties in easement or ROW: .. I .\ Cv\Jet.l. &.+. e.~rCI\ ~ 2.) C.v\vu-1.-&\\-S.H. '-/0 I Are changes in runoff characteristics subject to change in future? Explain \3~ ~f~,,..l.. .,..s~c...'ii. we ...;l\J.~.,;~ t&>/'y.._ <.o-;J.. ~-~ct5S"'""'~ .W...J .. t..,.l;....i~e c).~ le>p~ .. + ....., ,111 ~k.c. t>l-.." e • Conveyance Pathways (Section II, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? Y-.. No Yes Describe length and characteristics of each conveyance pathway(s). lnctude ownership of property(ies). f1..,t_ >0·~ fe>~k. <!ii-S?r:.-s ot-\-~ ~1 .\-e. STORMWATER DESIGN GUIDELINES Effective February 2007 Cr~~\!-~lo..;s Page 8 of26 -\--~~O\ol~\._ .\-\A. $c;...,),..l__~rl\. p.:>r-J...la .... APPENDIX. D: TECH. DESIGN SUMMARY As Revised ----- , 1 ' ·seCTION IX . APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Property Characteristics I Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? __ plat, or easements instrument. If instrument(s), describe their provisions. exist for any part of N.A ~.i-t. D....r e.. ~ Coof'.ve_1 t;...,...e.t , ... \.~~"'Ys. h.~ \-1...;s pathway(s)? , __ No ~ro~-E>c.~ !i>l ... e ~ ~ Nt>r~\... S r-\c. tit CSflr,",..~ C ,.!~\.. __ Yes \') \.:>cc..\.eJ.. """ +lrt pt.op11~i:J Pathway Areas Nearby Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) NA Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). T l.t..<L ~ct. J.r"-~"""-St (;.v\.Jt:rh A~ ~OC'r-\i!...o_.I..._ o...J.. ~.~. l/D . Drainage 1-=---..,-.,-----,..-----,-----..,.....-.,----------------l Facilities Do any of these have hydrologic or hydraulic influence on proposed stormwater design? _x__ No __ Yes If yes, explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESlGN SUMMARY Part 4 -Drainage Conc~e~t and Design Parameters I Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, fl ow section, or discharge point. ~~\... .Jf' \~~J.. ~"+Qr \-"-' ft'O ~" t.l-- ,, \,-\. r o .i 5\... c....slvu~. CU~"'-!> '!;.\'<"'~ '1\..~c:,t ~.;\-.i~k tl.; s;c k(:.("i;:.e t'....-l-.. ..-e..'l.-vrcJ sw~\a s \.w ...,,lf' "''°}.. \oD ("'.or:J.; (,'('J • Discharge(s) To Lower Property(ies) (Section 11, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? No X Yes Separate Instrument? No Yes Per Guidelines reference above, how will __ Establishing Easements (Scenario 1) runoff be discharged to neighboring property( ies)? L_ Pre-development Release (Scenario 2) Combination of the two Scenarios -- Scenario 1: lf easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit# ) Scenario 2: Provide general description of how release(s) will be managed to pre-development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit # ) ?c·.,~ec.~ .~:it i~ \00;..!..-e.l ~~l;-.!,... )j"'"Y,... F.i r \<... ~r ~r) Cr.e..e.1::-. 2 \l..f E'tc."-cJ.:sc:.\...c..r 5c.. ~o,_ ~ fr-'~ed-Siie (>CCu('> beCo,...e. ,\-\..c._ e~c...lc. . .-;:Ai'~c le..-7~ A-~ vfl.,....) (K~C... .o'-t-~ /Jc.-i.-LF.,,.k. ?r•'") Ctu lc:.. A""""'1y";:.i's o~ t£... s4-..,~1 ~o ·'"\-sb..o,_,.> t-\,.-~ H..<. poE.+ T?f.ev~l"p~.J-~f .... ..,s. d.!-crtc.<;.t r-~~J... +.b 4-la. ~r J ... Jeiv~(t.>o,.-... J.. .(./pt.J ~ , Combination: If combination is proposed, explain how discharge will differ from pre~ development conditions at the property line for each area (or point) of release. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? 'I.. No __ Yes Explain and provide documentation. STORMWATER DESIGN GUIDELI NES Effective February 2007 Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESlGN SUMMARY Part 4 -Drainage Conc.e·Qt and. Design Parameters I Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. ~'*'-.Jf \.-.~J.. ~ .... t 12r ~~ fC"'O~.r>t.),... ,I .\--\.ro..i5\.. ~lve.rh. o..r~"'-.l. ~\-r-e "":fl.et;t ~...i\v~k el; ~c k(;("-;.e tA+ .. "'e..'--v•~~ sw~l as +.W--._,If I "''°}-. \o11 rv-or!: C ,• ('J.. Discharge(s) To Lower Prop erty{ies) (Section fl, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? No X Yes Separate Instrument? No Yes Per Guidelines reference above, how will __ Establishing Easements (Scenario 1) runoff be discharged to neighboring property(ies)? _c,_ Pre-development Release (Scenario 2) Combination of the two Scenarios -- Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit# ) Scenario 2: Provide general description of how release(s) will be managed to pre-development conditions (detention, sheet flow, partially concentrated , etc.). (Attached Exhibit# ) ?n!>~~c.l-s'l~ is \ o o;..~eJ. ~ '!e I;-.!,-)j#<'"4,.. F.,r k-S~r ~i-) Cr e...t.1::-. ~ .. ,_ ~ ere ~ed-s1i~ (>ccur.-,, 6e Cor-e. .\-k. 2. i~ per:..k-cl.:s.c\....d5c... p~e...\c. Jt'":. c~7 ~ ,J-.\-Lt. vf I"',; e-<-ec... o '-tk Alo,. (..L F.:.e k. ?f • .'"":; Ct>t!~fc... A""'-ly?:'s cJ ti-. s.(....,,,11 ~ o.' .... \-sl:,..o'-'.s tJv-~ \-IA po~+ -r;A~v~ / r;pl'-t'.J-~! ....... ~ J~crt.c.C:~ c,..,~er:).. !-h .µ.._. 'i'u -J~vr{LJO,.....e·)· .(./ t:>t../ s. • Combfnation: If combination is proposed, explain how discharge will differ from pre- development conditions at the property line for each area {or point) of release. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? '/.... No __ Yes Explain and provide documentation. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 10 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ .. SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.2) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result in shifting runoff between Basins or 1--~~~~~~~~~~~~~~~~--::--:--~~-:-~-:-:----; between What design and mitigation is used to compensate for increased runoff Watersheds? from gaining basin or watershed? '/.. No Yes How will runoff from Project Area be mitigated to pre- development conditions? Select any or all of 1, 2, and/or 3, and explain below. 1. __ With facility(ies) involving other development projects. 2. __ Establishing features to serve overall Project Area. 3. __ On phase (or site} project basis within Project Area. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit# ) 2. For Overall Project Area (type & location of facilities): (Attached Exhibit# ) 3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part. <'-· 'O Q) CJ) c <1> § >- a.. Cl) c Ol ·u; Q) 0 Oz !1 ~ <( Are aquatic echosystems proposed? ~ No project(s)? __ Yes In which phase(s) or Are other Best Management Practices for reducing stormwater pollutants proposed? _)l_ No Yes Summarize type of BMP and extent of use: If design of any runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain in later questions. __ Detention elements __ Conduit elements __ Channel features __ Swales __ Ditches __ Inlets __ Valley gutters __ Outfalls __ Culvert features __ Bridges _______ Other STORMWATER DESIGN GUIDELINES Effective February 2007 Page 11 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ---- 7 6 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? __ No 1-_ Yes Identify type and general size and In which phase(s). ~.gJ ~ \Jf<.~('J. l.-r~·bv \.uj ~t;.St.. ~ w.'\I •• ... '-\,JJ t. D.. cr.~r~\ CroSS.tt;> c:,.\ ~"; t\... ~~~ Si~~ o~ l-'-' p N>~ ec~ sa-~. Prl! , ........ : "~"} cl~'$ is ... :$ kovs .\.4~ li-\,£ cvlver~ w:U b IL '3 e '{8" ~cf '"'; t.l ~/~pt) J.l.~ .... t:.ll$ l.f detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? __ Yes No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are inctuded, extent of use, and general characteristics. Typical shape? I Surfaces? ('- -0 Q) in Steepest side slopes: Usual front slopes: Usual back slopes: I/) ::I Q) I/) >- Q) I ..c: Flow line slopes: least Typical distance from travelway: .8 "O (Attached Exhibit# ) Cl> typical greatest "O 0 'ii) z ~1 Are longitudinal culvert ends in compliance with 8-CS Standard Specifications? ~ Yes No, then explain: <( (/J At intersections or otherwise, do valley gutters cross arterial or collector streets? ..0 (!) "/.. No __ Yes If yes explain: ~ C'-· >-OH ,... Cl) ~: C/) <1) Are valley gutters proposed to cross any street away from an intersection? (ii§ 0 ~ No Yes Explain: (number of locations?) ~ OlZ -- (;) "O I (!) c ..._ ro <( STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? __ No 1_ Yes Identify type and general size and In which phase(s). ~.:..st. ~ w.'\I ; ... G\..;J.e o.. ~~r~\. !M. .. J Cr~ss.e~ fl_. \Jf<.~~J-.\-r~·bu\.-e .. .:j c:..\.o ,...s \-~ .e ... ~~ Sic:.\e o ~ \-'-' p ~~e t~ sl+..t-, ?rtL \;...,....;"t.t;"j ci~-;,;S"' $kows ~4~~\,..£ c.v}vH + 1.1-):u be... '3 e '{B" Ref \.J :il ~l,pp!j J.!.~~ ... ~ll ;. If detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? __ · Yes No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. Typical shape? I Surfaces? Steepest side slopes: Usual front slopes: Usual back slopes: Flow line slopes: least ___ _ Typical distance from travelway: (Attached Exhibit# ) typical greatest ---- Are longitudinal culvert ends in compliance with B-CS Standard Specifications? ___ Yes No, then explain: At i.ntersections or otherwise, do· valley gutters cross arterial or collector streets? 'I-. No __ Yes If yes explain : Are valley gutters proposed to cross any street away from an intersection? 'f.. No __ Yes Explain: (number of locations?) STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ • r , ·sECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes: Least Q,7fj_0/o Usual \.S% Greatest "3..B3°/c Are inlets recessed on arterial and collector streets? _:i__ Yes --No IJ "no", identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections {arterial with arterial or collector)? ~ Yes No If no, explain where and why not -- ('-- "O <I> Cf) Will inlet size and placement prevent exceeding allowable water spread for 10-year ::J ..... design storm throughout site (or phase)? 1_Yes No If no, explain. 2 --....... ::J O'> "O -c: "O cu Q) Sag curves: Are inlets placed at low points? Yes No Are inlets and ..0 ~ ----..... ·-conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? ::J -(..) c: Yes No Explain "no" answers. 0 .c. (..) ----:'!: .._,, ~ Cf) JJA )Jo Low po! ... ~ \"'\eh ~.~ ~\..,..<:.c i_ -<I> <I> ..... ...... en ~ Will 100-yr stormflow be contained in combination of ROW and buried conduit on <( who! e length of all streets? ~Yes No If no, describe where and why. -- Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? 'X.. Yes --No lf not, describe difference(s) and attach justification. Are any 12-inch laterals used? _x_ No --Yes Identify length(s) and where used. ' C'-· -0 Pipe runs between system I Typical \14 QJ en \00 Longest f/J Q) access points (feet): :::J >-!~ Are junction boxes used at each bend? _:i:._ Yes --No If not, explain where and why. ti) .So ~z "O I E ..... 0 Are downstream soffits at or below upstream soffits? Least amount that hydraulic ....... II) grade line is below gutter line Cf) Yes 'f. No __ If not, explain where and why: (system-wide): l. 2)3 I STORMWATER DESIGN GUIDELINES Effective February 2007 Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serving Subject Property {Phase, or Site) (continued) -(/) CD 0 c ro Describe watercourse(s), or system(s) receiving system discharge(s) below (include design discharge velocity, and angle between converging flow lines). -UJ c ~ -o "fil E :::i ..... c 0 ~ ..._ § .E (.) c: -·- 1) Watercourse (or system), velocity, and angle? A Y,'' HDPC P.'p1t /;.rtJI"\. \r..\1 .\. IC p,''!>.cL....c'.>H ~.\.o \-k V"-f\c:..-t..l +rd,J~:; T\.t.. 0\.1.1,...(..,JI ,·.-,. '3Jf ( 2J1! w't p~rf'.tt .... Jicv\M +o .\-t,.. ~r(bo1~c.t-~. 1"\...t ev+-!i!I '1 ~ \i:> e.' L • i...,, -, ·~ ,,..,,_ n..-...1 ~l"o .... ~,...,.. ti..-1 '1 t \!H.:~ w 'II l.r..-'-'""~~.All.• 1 2) Watercburse (or system), velocity, and angle? b:) 'r;p \e><f> ... t.,.1::i,-lt'u.J-.'a"' E (!) Iii .l!:! ~ ; 3) Watercourse (or system), velocity, and angle? ~ (/) :5 (/) <V 0 i:: 32 ·-> ~ e "O Cl. E ..... For each outfall above, what measures are taken to prevent erosion or scour of ..... (!) .9 ~ receiving and all facilities at juncture? en m .l!:! 't1 CD .... m g-2) (/) ~ 3) Are swale(s) situated along property lines between properties? __ No __ Yes ('-- $ (!) ~ (/) Number of instances: For each instance answer the following questions. Surface treatments (including low-flow flumes if any): u; ~ Flow line slopes (minimum and maximum): c ~ I ~o ~ z Outfall characteristics for each (velocity, convergent angle, & end treatment). i1 Ul ~ <( Will 100-year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? __ Yes __ No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters Continued (Page 4.5) Stormwater Management Concept {continued) Within Or Serving Subject Property (Phase, or Site) (continued) -(/) (!) 0 c ro ....., (/) c ~ -o "fil E ::I \.... c 0 :;:;, ,.._ c: • 0 J2 0 c -·-E CD a.> E -Ctl ~ (/) (/) (!) c:32 ·-> ~ e -0 0.. E ..... \.... Q) 0 (!) -..c en w <P ....., CD ,_ m c.. (t) (/) c;; Describe watercourse(s), or system(s) receiving system discharge(s) below (include design discharge velocity, and angle between converging flow lines). 1) Watercourse (or system), velocity, and angle? A "$()' HDPr; P.'pl! ~o;Dt"\ \;-,.\1 .l,. \0 \),''!>(k...r!>es. i'>-..\.o ~ V"'l"\c:..,.._U.. +.ri'bJ.a:; T\..t.. o-.A-.kfl [s ~r· t s,.! 1t ~ p-2rf'.e .... Jicvlu-+.o ~t.,,. lrr~b . .,+....-). 1"\.t ~ ... ~.Cill \J.t\J11.-'L. ,.., -, .,P ... c. u. ... ..I ~roe;.:,..,... 1:1.-l -..1!\.!H.,l,...., II ~ r ..... ~~~.A~f ... ' 2) Watercburse (or system), velocity, and angle? b;) 1 ~•p ~f ~l-...'=>t' /i'z.&)-,1a 11, ; 3) Watercourse (or system), velocity, and angle? -::I 0 For each outfall above, what measures are taken to prevent erosion or scour of receiving and all facilities at juncture? -~ 2) ~ 3) C'-- 2 (!) Are swale(s) situated along property lines between properties? __ No __ Yes Number of instances: For each instance answer the foll.owing questions. Surface treatments (including tow-flow flumes if any): ~ (/) 1n ~ Flow line slopes (minimum and maximum): c ! I "O 0 ~z ::::s Outfall characteristics for each (velocity, convergent angle, & end treatment). i1 fl) ~ <{ Wm 100-year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? __ Yes __ No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ . "SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters Continued (Page 4.6) Stormwater Management Concept (continued} Within Or Serving Subject Property (Phase, or Site} (continued) Are roadside ditches used? x No __ Yes If so, provide the following: (/) Is 25-year flow contained with 6 inches of freeboard throughout ? __ Yes No <I> --.c: g Are top of banks separated from road shoulders 2 feet or more? __ Yes --No 0 Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No (!) -----0 For any "no" answers provide location(s) and explain: "(j) -0 rn 0 er. If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: Ill (l) >- I! Is 100-year design flow contained in conduit/swale combination? --Yes --No If "no" explain: c 0 rn z ..... Space for 100-year storm flow? ROW Easement Width (/) ~-: Swale Surface type, minimum Conduit Type and size, minimum and maximum 0 and max.imum slopes: slopes, design storm: :;::. <'· ·-J!2 "O "O Q) ro c: >. Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): c: ro c: ..c ct! () .... c: .£2 Q) c a.. 0 0 ~ Access Describe how maintenance access is provided (to swale, into conduit): -ro 0 E ::I '-.!!! .£2 c: .5 <D "tJ E Instance 2 Describe general location, approximate length: <D ro (/) (/) :::l (/) <D c :g 0 > Is 100-year design flow contained in conduit'swale combination? Yes No ~ 0 ----ro ._ If "no" explain: c: a.. :.0 ...... (l) E (l) 0 .s:::: Space for 100-year storm flow? ROW Easement Width (.) (/) ~ Q) Swale Surface type, minimum Conduit Type and size, minimum and maximum :::i -ro -0 ..... and maximum slopes: slopes, design storm: c: ro 0 a.. (.) Q) -(/) ~ c Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): ro ;= _£. rn Q) ..... <( Access Describe how maintenance access is provided (to swale, into conduit): STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised----- SECTION fX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Para_meters I Continued (Page 4.7) Stormwater Management Conc.ept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) If "yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c '(5 E ~ oW ..::: :g u> Is 100-year design flow contained in swale? __ Yes __ No Is swale wholly § ~ within drainage ROW? __ Yes __ No Explain "no" answers: ·i~I--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-; u Access Describe how maintenance access is provide: Q) .._ 0 :sz ~ ,J1--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-1 ..... "'\j Instance 2 Describe general location, approximate length, surfacing: (!,) ·c: C'-· ::::i 11 ..0 c ..... Q) i5 E :S ~ ·~ m (I) (Jl .... t1l 0 ~s en 0 ::: 0::: s .~ :0 ::::i a. ls 100~year design flow contained in swale? __ Yes __ No Is swale wholly within drainage ROW? __ Yes _No Explain "no" answers: Access Describe how maintenance access is provided: lnstance 3, 4. etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened} or otherwise altered? __ No __ Yes If only slightly C'-· shaped, see "Swales" in this Part. If creating side banks, provide information below. -0 -~ 1----'-~~~~~~~~~~~~~~:__~~~~~~~~~~-~~~-i ~ .!Q Will design replicate natural channel? __ Yes __ No If "no", for each instance 8. ~ describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year K w design flow, and amount of freeboard: · 2 fil Instance 1: ~ >-~ I -Instance 2: a. E ~ j ><! Instance 3: 0 STORMWATER DESIGN GUIDELINES Effective February 2007 Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ SECTION f:X APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Param~ters I Continued (Page 4. 7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) c C'Cl Ci E x oW .):::: ~ (() 0 (l) If "yes" provide the following information for each instance: Instance 1 Describe general location1 approximate length, surfacing: ts 100-year design flow contained in swale? __ Yes __ No Is swale wholly within drainage ROW? __ Yes __ No Exp1ain "no" answers: ~~r·· .2: . Q) f--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~--{ o Access Describe how maintenance access is provide: ti) ..... 0 :s z ~ ,Jt-:-~~~~.,--~...,.-~~~~~~~~~~~~~~---.,.--,~~~~~~~--{ ..... "\j Instance 2 Describe general location, approximate length, surfacing: (!.) "i:: ('-- ::J en .0 c ...... (]) 5 E :E ~ ·;: (ij (/) ~ a> 0 ~$ Cf) 0 = 0:: $ .~ C'-· .0 ::J 0. "fil -~ "' -a o. a. x 2 w a. UJ t/) c:~ Q) !s 100-year design flow contained in swale? __ Yes -·_No Is swale wholly within dra!nage ROW? __ Yes __ No Explain "no" answers: Access Describe how maintenance access is provided: Instance 3,, 4. etc. If swafes are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? __ No __ Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. Will design replicate natural channel? __ Yes __ No If "no", for each instance describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow, and amount of freeboard: ' instance 1: I [ , Instance 2: a. E ~ ~"I .c "! 0 Instance 3: STORMWATER DESIGN GU IDELINES Effective February 2007 Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ . ·sECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters j Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Existing channels (small creeks): Are these used? No ~ Yes --If "yes" provide the information below. Will small creeks and their fl oodplains remain undisturbed? .:i:::_ Yes No How many disturbance instances? Identify each planned location: For each location, describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape & area, flow line slope (min. & max.), surfaces, and 1 OO~year design flow. S' Q) ::J c +:< Watercourses (and tributaries): Aside from fringe changes, are Regulatory c 0 Watercourses proposed to be altered? ~No __ Yes Explain below. 0 -(/) ...... Submit full report describing proposed changes to Regulatory Watercourses. Address c Q) existing and proposed section size and shape, surfaces, alignment, flow line changes, E Q) length affected, and capacity, and provide full documentation of analysis procedures > 2 and data. Is full report submitted? Yes No If "no" exptain: Q. --E - d) c c: ct! All Proposed Channel Work: For all proposed channel work, provide infonnation .r:. 0 requested in next three boxes. If design is to replicate natural channel, Identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of freeboard? --Yes --No If not, id entify location and explain: Are ROW I easements sized to contain channel and required maintenance space? --Yes --· No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters j Continued (Page 4.9) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? For each provide info. below. For each dry-type facilitiy: Facility 1 Facility 2 Acres served & design volume+ 10% 100-yr volume: free flow & plugged Design discharge (10 yr & 25 yr) Spillway crest at 100-yr WSE? __ yes no __ yes --no -- Berms 6 inches above plugged WSE? __ yes --no __ yes --no Explain any "no" answers: (/) Q) >- I For each facility what is 25-yr design Q, and design of outlet structure? 0 Facility 1: z ~ Facility 2: Do outlets and spillways discharge into a public facility in easement or ROW? ('. Facility 1: __ Yes No Facility 2: Yes --No -0 ---- Q) If "no" explain: I/) 0 0.. 0 ,_ C.. (/) For each, what is velocity of 25-yr design discharge at outlet? & at spillway? (I) E Facility 1: & Facility 2: & ·n ro Are energy dissipation measures used? No Yes Describe type and LL ----c location: 0 :;:::; c (1) ...... (I) Cl Q) ,_ For each, is spillway surface treatment other than concrete? Yes or no, and describe: <( Facility 1: Facility 2: For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Facility 2: I If berms are used give heights, slopes aryd surface treatments of sides. Facility 1: Facility 2: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters j Continued (Page 4 .9) Stormwater Management Concept (continued) Within Or Serving Subject Property {Phase, or Site) (continued) How many facilities for subject property project? For each provide info. below. For each dry-type facititiy: Facility 1 Facility 2 Acres served & design volume + 10% 100-yr volume: free fl:ow & plugged Design discharge (1 O yr & 25 yr) Spillway crest at 100-yr WSE? __ yes no __ yes --no -- Berms 6 inches above plugged WSE? __ yes --no __ yes --no Explain any "no" answers: r.J) -:. I For each facility what is 25-yr design Q, and design of outlet structure? 0 Facility 1: z ~ t=acility 2: Do outlets and spillways discharge into a public facility in easement or ROW? ('-. Facility 1: __ Yes No Facility 2: Yes No "O ------Q} If "no" explain: Ch 0 Cl. 0 ,_ a.. (j) For each, what is velocity of 25-yr design discharge at outlet? & at spillway? (!) .:!::::! Facility 1: & Facility 2: & 0 co Are energy dissipation measures used? No Yes Describe type and u.. ----c location: ..Q c Q) ....... (!) Cl Q) ,_ c( For each, is spirlvvay surface treatment other than concrete? Yes or no, and describe: Facility 1: Facmty 2: For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Facilfty 2: I I If berms are used give heights, slopes aryd surface treatments of sides. Facility 1: Facility 2: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ , 'SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainaqe ConceQt and Design Parameter$ I Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if "no": CJ) Facility 1; (J) +:: :.= ~ ·c::; -0 cu Q) u. ~ c:;::: 0 c Facility 2: :;:::; 0 cu Q.l -Ci) For additional facilities provide all same information on a separate sheet. a Are parking areas to be used for detention? __ No --Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? --No --Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? Yes --No Without causing flowing or standing water on public roadway? --Yes --No Designs & materials comply with 8-CS Technical Specifications? __ Yes --No Explain any "no" answers: C'-· Cl) Ol c ·u; Cl) Are culverts parallel to public roadway alignment? Yes No Explain: 2 () CJ) Q) 2~ co I > ·;:: Creeks at Private Drives; Do private driveways, drives, or streets cross drainage a. ....... ways that serve Above-Project areas or are in public easements/ ROW? ro -0 0 No Yes If "yes~ provide information below. (I.) z ----~xi How many instances? Describe location and provide information below. ID Location 1: > '"5 (.) (!) Location 2: L.. <( Location 3: For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travel way at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX. 0 : TECH. DESIGN SUMMARY As Revised----- SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters j Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Named Regufatort Watercourses {&Tributaries}: Are culverts proposed on these facilities? No __ Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? __ Yes --No If "no", explain: -Arterial or Major Collector Streets: W ill culverts serve these types of roadways? ..., Q) Q) No Yes How many instances? For each identify the ..i::: (/) ---- Q) location and provide the information below. ..., (/) rn Instance 1: Q) L.. >-[ xj~ Instance 2: Instance 3: c 0 :;:::; Yes or No for the 1 DO-year design flow: 1 2 3 o rn ZE 11 Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? E C'--rn Is velocity limited per conditions (Table C-11)? VJ (/) g>-o Explain any "no" answer(s): ·-c ~ nl 0 c: ..... 0 o~ >-ro ('Cl (.) :::;: 0 "O Q) rn .o 0 --......... Minor Collector or Local Streets: Will culverts serve these types of streets? 0 (.) No Y.. Yes How many instances? l for each identify the ·-(/) -Q) ----.0 "O location and provide the information below: ::J ~1'~\J.~~o ... ! file..<..~ 0.. Q) G"+-(l)OV'.c.(. o'-~c-<<"O"-RP-J... t>J-J.... ...... c.. Instance 1: en .?:- -0 >-Instance 2: (1) c: l/J en ::J ..... Instance 3: (/) 0 t en (1) Q) 2 3 > (.) For each instance enter value, or "yes" I "no" for: 1 ::i c: o rn Design yr. headwater W SE 1 ft. below curb top? ye.~ ....... °' en ..... c: <C-100-yr. max. depth at street crown 2 feet or less? '1 e. !» (1) ..... 0 Product of velocity (fps) & depth at crown (n) = ? 0 E .... ie<> g Is velocity limited per conditions (Table C-1 1 )? Limit of down stream analysis (feet)? D Explain any "no" answers: STORMVVATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.11) Stormwater Management Concept {continued) Within Or Serving Subject Property (Phase, or Site} (continued) ......... Ci) Q) ..c (/) Q) Cl) -ro (1) L.. >-ro Cl. xj~ c: 0 :;::; o ro z E I~ E c---rn en (I) g>-o ·-c ~ rn 0 c: ...... 0 0 :;::; >-co CD U ~ 0 -a (!l ro .o e ·c (.) u =m .0 -a ::::i 0. (!l ..... Cl. en~ -a >-Cll c: (/) co ::::l ..... (/J 0 t en Q} (!) 2: (.) :::I c Ojg (j) Cf) L.. c: <( ·- ~ 0 E Named Regulatory Watercourses (&Tributaries.}: Are culverts proposed on these facilities? No __ Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? __ Yes __ No If "no", explain: ArteriaJ or Major Collector Streets: Will culverts serve these types of roadways? __ No __ Yes How many instances? For each identify the location and provide the information below. Instance 1: Instance 2: Instance 3: Yes or No for the 1 DO-year design flow: 1 2 3 Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? Is velocity limited per conditions (Table C-11)? Explain any "no" answer(s): Minor Collector or Local Streets: Will culverts serve these types of streets? __ No _)S_ Yes How many instances? l for each identify the location and provide the information below: i-::-' t n ,.., -t A .l !!: 't!\ 1 ~J.or-.t ~le.. '-C... Instance 1: c"' .,..""""c.e. o 1-1:::.c<<-c ... 1"--_,..._ ~~ ~ c>l.. Instance 2: Instance 3: For each instance enter value, or ''yes" / "no" for: 1 2 3 Design yr. headwater WSE 1 ft. below curb top? 100-yr. max. depth at street crown 2 feet or less? Product of velocity (fps) & depth at crown (ft)=? 0 ls velocity limited per conditions (Table C-11 )? Limit of down stream analysis (feet)? D Explain any "no" answers: STORMVVATER DESIGN GUIDELINES Effective February 2007 Page 20 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ , ·sECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters \ Continued (Page 4.1 2) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site} (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? Yes --No If not, identify location(s) and intersect angle(s), and justify the design(s): JJA Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? __ No --Yes If "yes" identify location(s), describe change(s), and justification: AJA Are flumes or conduit to discharge into culvert barre1(s)? __ No __ Yes If yes, identify location(s) and provide justification: JJA :0-Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? Q} ::I No Yes If "yesn identify location(s}, describe outfall design treatment(s): c: ----:;::; c: 0 ~ tJA (/) t::: Q) > ::I Is scour/erosion protection provided to ensure long term stability of culvert structural 0 components, and surfacing at culvert ends? __ Yes __ No If "no" Identify locations and provide justification(s): NA Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? :i::._ Yes --No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to -neighboring land(s) not encompassed in subject property? 1-_ No Yes If --"yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compl.iance with B-CS Tech. Specifications? -1::._ Yes __ No If not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 21of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 ~ Drainage ConceQt and Design Parameters I Continued (Page 4.13) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) ls a bridge included in plans for subject property project? ~No --Yes lf "yes" provide the following information. Name(s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? Ci) -Q) 0) "'O ·;:: co A full report supporting a ll aspects of the proposed bridge(s) (structural, geotechnica!, hydrologic, and hydraulic factors) must accompany this summary report Is the report provided? --Yes -No If "non explain: Is a Stormwater Provide a general description of planned techniques: ~ Pollution Prevention 5;)..\. F"e11.c t co Plan (SW3P) IA I ¢~ Pre>.\-ee..\.~o .... :::::i 0 established for ..... project construction? C.P11~~ r..>e~ \o ... r;" +.c .... " (. t:. - Oil -~ No 'A Yes ---- Special Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland-type detention, natural stream replication, BMPs for water quality, etc.) proposed for any aspect of subject property project? ~No --Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? STORMWATER DESIGN GUIDELlNES Effe.ctive February 2007 Yes ---- Page 22 of 26 No If "no" explain: APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4. 13) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site} (continued) ls a bridge included in plans for subject property project? _LNo --Yes lf "yes" provide the following information. Name{s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? ~ (/) ......... Q.) 0) -0 1= o:J A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical,, hydrologic, and hydraulic factors) must accompany this summary report Is the report provided? --Yes -·-· No If "noN explain: Is a Storrnwater Provide a general description of planned techniques: -~ Pollution Prevention 5;)+ F't!;.C l' ro Plan {SW3P) I.Ale~ Prof ec.1.io" ::l 0 established for .... project construction? (.P11$~ (\..>c).. \o .. G:,,.. lr-c .. ,..,' c. - (p -~ No 'A Yes ---- Special Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland-type detention, natural stream replication, BMPs for water quality, etc.) proposed for any aspect of subject property project? 1_No --Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution ( s). Is report provided? STORMWATER DESIGN GUlDELINES Effectfve February 2007 Yes ---- Page 22 of26 No If "no" explain: APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ ' f SECTION IX APPENDIX D -TECHNlCAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4 .1 4 ) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs -Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. _:f:::__ Detention elements __ Drain system elements --Channel features Culvert features Swales Ditches --Inlets --Outfalls ------ __ Valley gutters __ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 1) >Jo '0114-t'~o"' Per V"i ~ i 1-.J. ~,\-or-........ .,~ pie~ 15" G.; ;J.ef ,',...,<";, .\-\..:~ t'cCi.<t'~ Ptw :0. eJ. ~\.,,..,\el ~ rovi cl.a l=looJ. Pro~l'e~:o.-o,.\-, .... 4--: o .... 11....e 2) pr~\ ;r-> ~"~1 ?ft.. l-......... ~ "-(J"to ..1l'd.. ...,Jl...e,.. ~ (X£V:o<J1' ~l\.tst s~+.~~-\)(41\:,... ...... 41> Pol;£.~ o. ... .l. n ... ~~,~ ~I J ~ 3) ' -e~+-. i\-f r l<"i 'v . r-t.. t:::k~, ... wtr-c... '" o es>~ a.~ ;.d. ~r .\\...: c, f)rD~l'c.f.. C.....\ Cv \.,J-~o-~""-6 .... l--t_l.- 4) Cc,..-l:-l: f. ~fe.-~e <\-\-\..c.. 'i>o .... ~ -~tlD1~"#-.C~;. \.J; \l 'o.t reA.Jc.-t-J AV~ \c \-{.., rc;..,..,_1J.. J. ·~c~"" . ? > 6 h'o - 5) ~ '$~or,..... w-.. )r--er 4 l.:'\( JJ., t ~ f.:>r k ~J ~pr fl) Cir Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) 2) 3) 4) 5) Design Parameters Hydrology Is a map(s) showing all Design Drainage Areas provided? -2L_ Yes --No Briefly summarize the range of applications made of the Rational Formula: ~..\-or-N"'I Dro..:" °'-"J. \J.G>L De'S 1.'jf'\. What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 2.~r~ acres STORMWATER DESIGN GUIDELINES Effective February 2007 Location (or identifier): 'O.A \. '5 Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ c SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.15) Design Parameters (continued) Hydrofogy (continued) In making determinations for time of concentration, was segment analysis used? No ~ Yes In approximately what percent of Design Drainage Areas? lOO % As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? __ No ~Yes If "yes" identify type of data, source(s), and where applied: We. h,..-L c.i:.t"~~I\.) ~ l. v::.e. e>Jt \ ..... ~h.ov~~ J.es i'T' ?pre.~, t..~~ 4 c-- ~l-~o,,....,' JJ..e ~,.J -G.1.:-oC"",.., e)_p. ;,... tAe~isl\. (),,)(' ~,,.Ja !.tt"'JJ ,',, f.-Lc... ~~ b..t~ 5.c;J~ DL <::>lrJ r 87 v.::. .!-,· ~ ~ h<-"f c. o..r t ~rot""-d ,-(:.( .. ~re,....J- So.Jr~>. For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets NI-NA Storm drain system for local streets \0 )0 Open channels JJA NA Swale/buried conduit combination in Heu of channel A)P.. NA Swales 1dA NA Roadside ditches and culverts serving them AJA AJA Detention facilities: spillway crest and its outfa!I -- Detention facilities: outlet and conveyance structure(s) -- Detention facilities: volume when outlet plugged -- Culverts serving private drives or streets -- Culverts serving public roadways \00 z.t; Bridges: provide in bridge report. -- Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) t . i 1 --- Lowest (feet per second) 2·b --2 . \ - Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For conduit type(s) r+Q~~ STORMWATER DESIGN GUIDELINES Effective February 2007 For street gutters: 'RC E Page 24 of 26 0.01'{ Coefficients: 0.0l lf._ D. f)/ q_ APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.15) Design Parameters (continued) Hydrofogy (continued) In making determinations for time of concentration, was segment analysis used? No 'f.. Yes In appmximately what percent of Design Drainage Areas? fOO % As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? __ No _:£_Yes If "yes" identify type of data, source(s), and where applied: Wt.. ~~ '' ~ CJ:>f'";-\/'...) l. tJ5e_ oJt \.-. ,!.,. 0-j ':.~ r)..12~\~ ?pr~ .. t..11!!.~ ~C'" ~),_to ....... ' )./..e ~,.J <G.i;.oC"I"'\ eA/el. ~ .... d2~1s(\. 0Jr ~"'J~f.;11"'JJ ,1,, f..L... c Sci.fV"-< b..1+--5.o~ Q(_ t::>-t;J r ~l.).:;..h•.p,-..s, ~~ 'Tc. ~r~ C:ro.-. d..J't.kre.,.._ I- SoJ r-c.e. ~ • For each of the stormwater management features listed below Identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets NP.. /tJA Storm drain system for local streets \0 )0 Open channels JJA NA Swale/buried conduit combination in Heu of channel )JP.. NA Swales A'iA NA Roadside ditches and culverts serving them AJA AJA Detention facilities: spillway crest and its outfall -- Detention facilities: outlet and conveyance structure(s) -- Detention facilities: vo!ume when outlet plugged -- Culverts serving private drives or streets -- Culverts serving pu blic roadways \00 Z.5° Bridges: provide in bridge report .... - Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) t. i 7 --- Lowest (feet per second) 2.~ --2. \ - Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street gutters: 0.014 For conduit type(s) r+Pt:t" QCE Coefficients: 0.01 f./ ().01!.f' STORMWATER DESIGN GUIDELINES Effective February 2007 Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ ' . SECTION rx APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4-Drainage Conce~t and Design Parameters I Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following , are assumptions other than allowable per Guidelines? Inlet coefficients? No Yes Head and friction losses No Yes -- ------ Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? :h_ Yes --No Are elevation drops provided at inlets, manholes, and junction boxes? ::L Yes --No Explain any "no" answers: Are hydraulic grade lines calculated and shown for design storm? _LYes --No For 100-year flow conditions? ~Yes --No Explain any "no" answers: What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: Top ol. Sctl; .l-() t-I v;\...;~L.. 1 (" e.;. .l-u H ........ ~~10 ":: "31,, 2..~ f.J&... $ \oo ' vJ, ~-oC ~l'.-zz' Open Channels lf a HEC analysis is utilized, does it follow Sec Vl.F.5.a? __ Yes __ No Outside of straight sections, ls flow regime within limits of sub-critical flow? __ Yes __ No If "no" list locations and explain: Culverts lf plan sheets do not provide the following for each culvert, describe it here. For each design discharge, will operation be outlet (barrel) control or inlet control? Entrance, friction and exit losses: Bridges Provide all in bridge report STORMWATER DESIGN GUIDELINES Effective February 2007 Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceE!t and Design Parameters I Continued (Page 4.17) Design Parameters (continued} Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher Sf,D e.t'\ \)("c;.. :" Dt-:,~511 -~ \...Q.Jse i:=r-c.t:{ Sp•l!.,,,Jc;t..4t't ~ 12-.~o"'c;.I .Me1l-ap{ µ~roW v. ~.OV 8>J :IJ ' "2.0~tD -lJsc..l 6 Cc:..\ e.v ' ..,.\. t. t!SJ' !> ~I" I+ t!c. -~, µ ·IS'C ... (2.AS v. '3, I, 2 ,A(J(" ,· I 2CO"-/ "' No\ ly $ ; :. """?~"' c.,..J -Roe&. Pie..; .... Ph.&.s~ 3 C11h.1~\-C.t: -;i5r"'I Part 5 -Plans and SE!ecificati.ons Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section lll, Paragraph C3. Part 6 -Conclusions and Attestation Conclusions Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Desic:m Summary Drainaqe Report bv sioninQ and sealinq below. "This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with prov;sions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposeq__.._(j@f(!.age improvements have been issued or fall under applicable general permits." .::-~~ ~ .. ?.~J ~~~'''• +/_ ,r::Jli (Affix Seal) f * "~ "",,~. \ .. ~*: z.~cr "*'l · ~ f. ~ ~ ~ ~ f ·j·EFFERv.i.'..RosERrsoN·l Uce/l~~s~i~a1 Engineer \·~\·······--94745 ....... /i'J / '110·-. .. ·(4~ i 11 ~-.. ~1CENS~~·" ~ ~ i·~ t _..-'•l O's·· ......... ··~0,: State of Texas PE No. ~ l S \''~R~\-~'."--- STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ___ _ SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher 5fP~fA. Ore;..: .... Dt";)~511 -:;;:"' \... Q..)'i(? ~~c.eJ Sr'~6',.Js!..ui & ~.\.i'o"'•J M~~ 1-\~ro (,..J \J, ~. OV 8.J; tJ I "'2,0(;)(o -0sc.I. ' C4.te...,., \ .._,,l..t. (!.!;:/ !> ~ .. l+ec.-~s ~ t:irl'..!>lly $]:, µ ;S'C ... (2.AS v. 3. '· 2. A(J'•' I Zea'-/ -R~o&. Pie...'-~· "'"? ·s °'"ct PA.&..s~ '3 Cvh1~\.-t>t:.t,!5"" Part 5 -Plans and S ~ecificati.ons Requirements for submittal of construction drawings and specifications do not differ due to use of a Technicar Design Summary Report. See Section Ill, Paragraph C3. Part_ 6 -Conclusions and Attestation Conclusions Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Desiqn Summary Drainage Report by signing. and sealing below. 'This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance wffh provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits ~equired by any and all ~tate and federal regul~tory agencies for t'.1e proposeg,rf@f(l,.~ge improvements have been issued or fa/ I under appl1cable general permits." ---"':'\ ~ o F r ~~''' :e;,-<..'r ............ -'/ '• J_ ~ j (Affix Sealj f * .;;,_ tk;_ ······.~~ \ • '· ,,, * :' Zif. Z.,,c( '. * 'I. ~ l J~~ ~ fjEFFERY'L'."fiosERTSON'l uce'/!f ~s'si~a1 Engineer hr· ··· ;,745·····7,if·J 1/ 110 "· ... {.t;~ li 11 ~· •• ~ICE:NS~~ .. (3-~ .::' State of Texas PE No. 1 ~I zt-;-1''\~sioN/:.L·~~--5 , I \'\\,\,'-'~···-'-.,., ..... STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised ____ _ STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Sonoma Stormwater Management Technical Design Summary Report MBESI #1053-0005 PART 1 -Executive Summary Report Section 1 -Contact Information: Project Designer: Project Developer: Submittal Date: McClure and Browne Engineering and Surveying, Inc. 1008 Woodcreek Drive, Suite 103 College Station, TX 77845 979-693-3838 BCS Development Co. 4090 S.H. 6 South College Station, TX 77845 979-690-1222 March 5, 2007 Section 2 -General Information: Sonoma is a three phase residential subdivision to be constructed in south College Station. The total area of the development is approximately 40 acres with a total of 62 lots. The project includes dedicating approximately 6.86 acres as parkland to the city. The plan is based on the Preliminary Plat submitted September 5, 2006 and approved by the Planning and Zoning Board on October 5, 2006. Section 3 -Project Location: Sonoma is located in south College Station at the southwest quadrant of Barron Road and S.H. 40. The entire project site is located within the city limits of College Station. To the north the project site is bounded by Barron Road and a 3.09-acre tract owned by W.A. Dunlap. To the east the project site is bounded by property owned by College Station ISD and Gary Seaback. To the south the project site is bounded by a 0. 79 tract owned by BCS Development Co. and to the west the project site is bounded by S.H. 40. The entire site is located within the Spring Creek Drainage Basin, specifically the North Fork of Spring Creek. No portion of the site is shown to be within the 100-year floodplain, so it is not currently regulated under the National Flood Insurance Program. (Fema Firm Map# 48041C0205 D, Feb. 9, 2000). Based on Table B-1, Appendix B of the Unified Stormwater Design Guidelines, Spring Creek from S.H. 6 upstream is required to have detention for flood control. This contradicts the Drainage Policy and Design Standards, which "encourage the rapid conveyance of storm water through and out of the City within the primary system". The Preliminary Plat was designed and approved based on the design guidelines of the Drainage Policy and Design Standards. Furthermore, analysis shows that the Post-Develom,nent flows decrease compared to the Pre-Develo~nt flows at the study point, which is the point' where the North Fork of Spring Creek exits the project site. Stormwater Management Technical Design Summary Report Sonoma Page 1of3 Section 4 -Hydrologic Characteristics: The project site is mostly open pasture with a defined drainage swale along the eastern part of the property. This drainage swale conveys stormwater south to the North Fork of Spring Creek. The North Fork of Spring Creek flows from west to east and crosses the southern tip of the project site. The land cover is pasture grass except for the drainage swale and the North Fork of Spring Creek, which have dense vegetation and trees. There are two upland drainage areas. North of Barron Road there is approximately 26.8 acres that drains into a culvert under Barron Road and enters the defined drainage swale along the east side of the property. To the west of the project is 275.9 acres that drains into the North Fork of Spring Creek. This stormwater is conveyed by culvert under S.H. 40 into the North Fork of Spring Creek on the project site. There are no existing drainage easements or ROW on the property. With this development drainage easements and ROW will be provided along with dedicating to the city parkland which includes the existing drainage swale along the east side of the project site and the North Fork of Spring Creek. Section 5 -Stormwater Management: As stated in Section 3, no detention will be provided for this project. Stormwater will be conveyed by curb and gutter to recessed inlets. The stormwater will be discharged directly into the existing drainage swale or the North Fork of Spring Creek. Proper end treatments and riprap stabilization will be used to prevent erosion. At the intersection of Barron Road and Fieldstream Place a 24" sloped headwall will be constructed to capture stormwater from the Barron Road ditchline. With the construction of Phase 3 a multiple culvert structure will be needed to cross the existing drainage swale. Preliminary design shows that a triple 48" culvert is required. Since detention is not provided additional design has been performed to determine the 100-year floodplain for the existing drainage swale and at the confluence of the drainage swale and the North Fork of Spring Creek. This 100-year floodplain has been delineated on the Preliminary Plat and minimum Finnish Floor elevations will be shown on the final plat for lots that are along the drainage swale and North Fork of Spring Creek. The table below shows that the post-development flow for all design storms is reduced compared to the pre-development flows . Pre-Development 5-yr 296.91 cfs 10-yr 387.97 cfs 25-yr 465.24 cfs 50-yr 574.67 cfs 100-yr 669.58 cfs Section 6 -Coordination and Permitting: No coordination or permitting is required for this development. Stormwater Management Technical Design Summary Report Sonoma Post-Development 294.30 cfs 383.34 cfs 458.81 cfs 565.60 cfs 657.70 cfs Page 2of3 Section 7 -Reference: Report ExhibitA Exhibit B-1 Exhibit B-2 Exhibit C-1 Exhibit C-2 Exhibit C-3 Exhibit C-4 Exhibit C-5 Exhibit C-6 Exhibit D-1 Exhibit D-2 ExhibitD-3 ExhibitE Exhibit F Technical Design Summary Report Fema Floodplain Map Excerpt Drainage Area Map (HydroCad I HEC-RAS) Drainage Area Map (Proposed Conditions -Storm Drain) Rational Formula Drainage Area Calculations Inlet Computations Pipe Size Calculations Hydraulic Grade Line -10-Y ear Storm Hydraulic Grade Line -100-Y ear Storm Barron Road Culvert Headwall Analysis HydroCad (Pre-Development) HydroCad (Post-Development) Drainage Area Parameters HEC-RAS Analysis Hydraulic Grade Line Drawings Stormwater Management Technical Design Summary Report Sonoma Page 3of3 EXHIBIT A FEMA FLOODPLAIN MAP EXCERPT .. t .I f \j\. ; '~ . . _,, ( \ i (1 '\) PROPOSED SITE -- N.T.S. 0 William D. Fitch PkWY· (S.H. 4fJ) zoNE x EXHIBIT A } Flood Insurance Rate Map Excerpt Brazos County, Texas and Incorporated Areas Map Numbers: 48041 C0205D Effective Date: February 9, 2000 EXHIBITB EXHIBITC c( 3: w 0 0 a:: w ...I ...I c( c( Q. c( lL w w 0 I= ..... 0 C) a:: ...I z c( z c( w z w 0 ~ i!: c( ...I Gi c( w ::E ...I z 0 ~ ~ iii ~ ~ a:: C) ow wz ~ z a:: ~ c( ~ >w 0 :::> c( Q. 0 ...I NO. AC. 0.4 0.55 0.9 ft. 1.5 2.83 2.64 0.00 0.19 1.23 420.0 1.0 1.82 0.00 1.82 0.00 1.00 378.0 2.0 1.22 0.00 1.22 0.00 0.67 410.0 2.5 0.00 0.00 0.00 0.00 0.00 1.0 3.0 0.98 0.00 0.98 0.00 0.54 410.0 4.0 0.61 0.00 0.61 0.00 0.34 72.0 5.0 0.96 0.00 0.96 0.00 0.53 180.0 6.0 0.00 0.00 0.00 0.00 0.00 1.0 7.0 0.57 0.00 0.57 0.00 0.31 88.0 8.0 0.65 0.00 0.65 0.00 0.36 90.0 9.0 0.99 0.00 0.99 0.00 0.54 561 .0 10.0 1.09 0.00 1.09 0.00 0.60 75.0 12.0 0.33 0.00 0.33 0.00 0.18 38.0 13.0 1.15 0.00 1.15 0.00 0.63 207.0 14.0 0.00 0.00 0.00 0.00 0.00 1.0 15.0 1.47 0.00 1.47 0.00 0.81 222.0 16.0 0.30 0.00 0.30 0.00 0.17 40.0 17.0 0.70 0.00 0.70 0.00 0.39 79.0 18.0 0.47 0.00 0.47 0.00 0.26 100.0 19.0 0.00 0.00 0.00 0.00 0.00 1.0 20.0 0.00 0.00 0.00 0.00 0.00 1.0 21 .0 1.25 0.00 1.25 0.00 0.69 272.0 22A 0.11 0.00 0.11 0.00 0.06 19.0 228 0.08 0.00 0.08 0.00 0.04 17.0 23A 0.82 0.00 0.82 0.00 0.45 78.0 238 0.11 0.00 0.11 0.00 0.06 12.0 30.0 0.57 0.00 0.57 0.00 0.31 204.0 31 .0 1.04 0.00 1.04 0.00 0.57 190.0 32.0 1.44 0.00 1.44 0.00 0.79 294.0 33.0 0.54 0.00 0.54 0.00 0.30 36.0 34.0 0.43 0.00 0.43 0.00 0.24 57.0 35.0 0.73 0.00 0.73 0.00 0.40 67.0 36.0 0.00 0.00 0.00 0.00 0.00 1.0 37.0 1.57 0.00 1.57 0.00 0.86 249.0 38.0 0.33 0.00 0.33 0.00 0.18 40.0 39.0 0.00 0.00 0.00 0.00 0.00 1.0 40.0 1.62 0.00 1.62 0.00 0.89 273.0 41 .0 0.80 0.00 0.80 0.00 0.44 74.0 42.0 0.00 0.00 0.00 0.00 0.00 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations SONOMA DEVELOPMENT 3: 0 3: 3: ...I lL 0 0 0 ...I ...I z lL lL ~ ~ a:: i!: a:: ~...I 0 ~ ~ ~ C) a:: ...I 0 u ~...I :::> z :::> ...I ...I w o: C) ~ C) : w ii Ill a II) > 0 :::> N II) a ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 8.0 365.0 4.0 1.3 10.1 10.1 6.29 7.7 7.7 9.4 9.0 240.0 5.0 1.4 7.2 10.0 6.33 6.3 7.7 7.7 8.0 240.0 5.0 1.3 8.3 10.0 6.33 4.2 7.7 5.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 11 .0 47.0 0.4 1.2 6.3 10.0 6.33 3.4 7.7 4.1 0.7 255.0 2.5 1.4 3.9 10.0 6.33 2.1 7.7 2.6 2.5 341 .0 3.5 1.3 6.4 10.0 6.33 3.3 7.7 4.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 257.0 8.0 1.8 3.2 10.0 6.33 2.0 7.7 2.4 0.9 257.0 8.0 1.7 3.3 10.0 6.33 2.3 7.7 2.8 14.0 184.0 1.5 1.2 10.1 10.1 6.30 3.4 7.7 4.2 0.8 475.0 4.0 1.5 6.1 10.0 6.33 3.8 7.7 4.6 0.4 266.0 4.0 1.9 2.7 10.0 6.33 1.1 7.7 1.4 5.0 214.0 3.5 1.5 4.5 10.0 6.33 4.0 7.7 4.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 7.0 280.0 6.0 1.8 4.6 10.0 6.33 5.1 7.7 6.2 0.4 280.0 6.0 2.1 2.6 10.0 6.33 1.0 7.7 1.3 0.8 302.0 4.5 1.6 3.9 10.0 6.33 2.4 7.7 3.0 3.0 236.0 4.0 1.9 2.9 10.0 6.33 1.6 7.7 2.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 7.0 110.0 1.5 1.3 4.8 10.0 6.33 4.3 7.7 5.3 0.2 100.0 2.0 1.9 1.0 10.0 6.33 0.4 7.7 0.5 0.2 92.0 0.9 1.5 1.2 10.0 6.33 0.3 7.7 0.3 0.8 419.0 . 5.0 1.6 5.1 10.0 6.33 2.9 7.7 3.5 0.1 150.0 1.2 1.6 1.7 10.0 6.33 0.4 7.7 0.5 4.5 108.0 1.0 1.2 4.2 10.0 6.33 2.0 7.7 2.4 3.0 390.0 8.0 1.7 5.9 10.0 6.33 3.6 7.7 4.4 9.0 49.0 0.5 1.3 4.4 10.0 6.33 5.0 7.7 6.1 0.4 435.0 4.0 1.7 4.7 10.0 6.33 1.9 7.7 2.3 1.0 333.0 9.0 2.4 2.7 10.0 6.33 1.5 7.7 1.8 0.7 333.0 9.0 2.0 3.3 10.0 6.33 2.5 7.7 3.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 5.0 272.0 3.5 1.4 6.2 10.0 6.33 5.5 7.7 6.6 0.4 258.0 3.5 1.8 2.8 10.0 6.33 1.1 7.7 1.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 6.5 232.0 2.0 1.3 6.3 10.0 6.33 5.6 7.7 6.9 0.7 394.0 9.0 2.0 3.9 10.0 6.33 2.8 7.7 3.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 C> II) C> .... II) a .... a N In/Hr cfs In/Hr cfs 8.6 10.5 9.8 12.0 8.6 8.6 9.9 9.9 8.6 5.8 9.9 6.6 8.6 0.0 9.9 0.0 8.6 4.7 9.9 5.3 8.6 2.9 9.9 3.3 8.6 4.6 9.9 5.2 8.6 0.0 9.9 0.0 8.6 2.7 9.9 3.1 8.6 3.1 9.9 3.5 8.6 4.7 9.8 5.3 8.6 5.2 9.9 5.9 8.6 1.6 9.9 1.8 8.6 5.5 9.9 6.2 8.6 0.0 9.9 0.0 8.6 7.0 9.9 8.0 8.6 1.4 9.9 1.6 8.6 3.3 9.9 3.8 8.6 2.2 9.9 2.5 8.6 0.0 9.9 0.0 8.6 0.0 9.9 0.0 8.6 5.9 9.9 6.8 8.6 0.5 9.9 0.6 8.6 0.4 9.9 0.4 8.6 3.9 9.9 4.4 8.6 0.5 9.9 0.6 8.6 2.7 9.9 3.1 8.6 4.9 9.9 5.6 8.6 6.8 9.9 7.8 8.6 2.6 9.9 2.9 8.6 2.0 9.9 2.3 8.6 3.5 9.9 4.0 8.6 0.0 9.9 0.0 8.6 7.5 9.9 8.5 8.6 1.6 9.9 1.8 8.6 0.0 9.9 0.0 8.6 7.7 9.9 8.8 8.6 3.8 9.9 4.3 8.6 0.0 9.9 0.0 ~ ~ a In/Hr cfs 11 .1 13.6 11 .1 11 .2 11.1 7.5 11 .1 0.0 11 .1 6.0 11 .1 3.7 11 .1 5.9 11 .1 0.0 11 .1 3.5 11 .1 4.0 11 .1 6.0 11 .1 6.7 11 .1 2.0 11 .1 7.1 11 .1 0.0 11 .1 9.0 11 .1 1.8 11 .1 4.3 11 .1 2.9 11 .1 0.0 11 .1 0.0 11.1 7.7 11.1 0.7 11.1 0.5 11.1 5.0 11.1 0.7 11.1 3.5 11 .1 6.4 11 .1 8.8 11 .1 3.3 11 .1 2.6 11 .1 4.5 11 .1 0.0 11 .1 9.6 11 .1 2.0 11 .1 0.0 11 .1 9.9 11 .1 4.9 11 .1 0.0 C> C> C> C> .... .... a In/Hr cfs 12.5 15.3 12.5 12.5 12.5 8.4 12.5 0.0 12.5 6.8 12.5 4.2 12.5 6.6 12.5 0.0 12.5 3.9 12.5 4.5 12.5 6.8 12.5 7.5 12.5 2.3 12.5 7.9 12.5 0.0 12.5 10.1 12.5 2.1 12.5 4.8 12.5 3.2 12.5 0.0 12.5 0.0 12.5 8.6 12.5 0.8 12.5 0.6 12.5 5.6 12.5 0.8 12.5 3.9 12.5 7.2 12.5 9.9 12.5 3.7 12.5 3.0 12.5 5.0 12.5 0.0 12.5 10.8 12.5 2.3 12.5 0.0 12.5 11.2 12.5 5.5 12.5 0.0 2/27/2007 10530005-dra.xls Exhibit C-1 c( ~ w 0 0 0:: w ..J ..J c( c( Q. c( IL w w 0 F I-0 a: ..J z c( z C) c( w z w 0 :5 i!: c( iii c( w :e z ..J 0 ..J ~ j'.5 iii w j'.5 0:: C) cw > Wz ~ z 0:: w c( 0 >w 0 ::> c( 0:: Q. I-0 ..J NO. AC. 0.4 0.55 0.9 ft. 43A 0.90 0.00 0.90 0.00 0.50 143.0 438 0.79 0.00 0.79 0.00 0.43 197.0 SOA 0.92 0.00 0.92 0.00 0.51 92.0 508 0.38 0.00 0.38 0.00 0.21 27.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations SONOMA DEVELOPMENT ~ 0 ~ ~ ..J IL 0 9 0 ..J z IL IL ~ :5 a: i!: 0:: 8 0 ~ ~~ ~ ..J I-0:: ..J u w ..J ::> ..J ..J w > c( w ii Ill N IO 0 IL C) ~ C) ~ > 0 ::> £! CJ !!? CJ ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 1.5 224.0 3.5 1.3 4.8 10.0 6.33 3.1 7.7 3.8 2.0 228.0 1.7 1.0 6.8 10.0 6.33 2.7 7.7 3.3 0.9 471 .0 5.0 1.6 6.0 10.0 6.33 3.2 7.7 3.9 0.3 471 .0 5.0 1.9 4.5 10.0 6.33 1.3 7.7 1.6 0 IO 0 .... IO N !: CJ £! CJ In/Hr cfs In/Hr cfs 8.6 4.3 9.9 4.9 8.6 3.8 9.9 4.3 8.6 4.4 9.9 5.0 8.6 1.8 9.9 2.1 ~ ~ CJ In/Hr cfs 11 .1 5.5 11 .1 4.8 11 .1 5.6 11 .1 2.3 0 0 0 0 .... !: CJ In/Hr cfs 12.5 6.2 12.5 5.4 12.5 6.3 12.5 2.6 2127/2007 10530005-dra.xls Exhibit C-1 ~ . ~o ~~ ~~ 228 23A 238 30 31 32 33 34 35 36 37 38 39 40 41 42 43A 438 50A 508 ~ i.. < ~ ~ Q ~ 'O:: ~ i.. .... ~ = > i.. o~ 0 = ~ i.. = ~ ~ = = ·e ~ cfs na I 0.4 na I 3.9 na I 0.5 34.0 I 2.7 35.0 I 4.9 34.0 I 6.8 34.0 I 2.6 40.0 I 2.0 41.0 I 3.5 na I 0.0 40.0 I 7.5 40.0 I 1.6 na I 0.0 43B I 7.7 43A I 3.8 na I 0.0 na I 4.3 na I 3.8 na I 4.4 na 1 1.8 i.. ~ > 0 t' i.. = u 0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.4 0.0 0.0 2.8 0.0 0.0 ~ :s ..... = 0 -= ..... Q ~ 0.4 4.1 0.5 2.7 4.9 6.8 2.6 2.0 3.5 0.0 7.5 1.6 0.0 9.0 4.2 0.0 4.3 6.5 4.4 1.8 -= ..... "'O ~ ..... ~ ~ i.. ..... 00 38 27 38 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 EXHIBIT C-2 INLET COMPUTATIONS SONOMA DEVELOPMENT ..... ~ ~ i.. ..... 00 -"'O ..._Q ~ o" --·:; ~ C" c:i. ~~ 0.0% 0.3% 0.0% 0.1% 0.4% 0.8% 0.1% 0.1% 0.2% 0.0% 0.9% 0.0% 0.0% 1.3% 0.3% 0.0% 0.3% 0.7% 0.3% 0.1% 0 z ..... ~ :s ~ :s ~ 0 -; ..... Q ~ 22BI 0.9 23A 23BI 4.7 30 I 2.7 31 I 4.9 32 I 6.8 33 I 2.6 34 I 2.0 35 I 3.5 36 I o.o 37 I 7.5 38 I 1.6 39 I 0.0 40 I 9.0 41 I 4.2 42 I 0.0 43A 43BI 10.8 50A 50BI 6.2 DESCRIPTION Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Recessed Low Point Inlet Recessed Low Point Inlet Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Low Point Inlet Recessed Low Point Inlet ~ ~ i.. ~ ~ ~ -0 C" ~ ~ "'O ~ "'O ·~ i.. ~ ~ Curb Inlet cfs I ft I ft 2.33 I 0.39 I 5 2.33 I 1.99 I 5 0.62 I 4.38 I 5 0.62 I 7.99 I 10 2.33 I 2.93 I 5 2.33 I 1.10 I 5 0.621 3.30 I 5 0.62 I 5.61 I 5 0.62112.071 10 0.62 I 2.54 I 5 0.62114.51 I 10 0.62 I 6.76 I 10 2.33 I 4.63 I 5 2.33 I 2.64 I 5 i.. -= . ~ ..... ~ > c:i. • 0 ~ 00 ?'"> ~ t c: ~ ~ = "'O • u = ~ 0 ~ u "'O ~ i.. ·:; C" ~ = ~ < "'O ~ "'O .... > Q i.. ~ = ~ i.. < Grate Inlet 0 0 0 0 0 0 0 0 0.4 0 1.3 0 0 2.8 0 0 0 0 0 0 ft I cfs I sq-ft I sq-ft 212712007 10530005-dra.xls Exhibit C-2 .c ..... "O ~ cfs 1.5 na 10.5 0.0 10.5 27 1 3.0 8.6 0.0 8.6 27 2 3.0 5.8 0.0 5.8 27 2.5 na 0.0 0.0 0.0 27 3 9.0 4.7 2.5 7.1 27 4 8.0 2.9 0.0 2.9 27 5 7.0 4.6 0.0 4.6 27 6 na 0.0 0.0 0.0 27 7 9.0 2.7 0.0 2.7 27 8 9.0 3.1 0.0 3.1 27 9 18.0 4.7 0.9 5.6 27 10 17.0 5.2 0.0 5.2 27 12 16.0 1.6 0.0 1.6 27 13 15.0 5.5 0.0 5.5 27 14 na 0.0 0.0 0.0 27 15 18.0 7.0 0.0 7.0 27 16 18.0 1.4 0.0 1.4 27 17 23A 3.3 0.0 3.3 27 18 21.0 2.2 0.8 3.0 27 19 na 0.0 0.0 0.0 27 20 na 0.0 0.0 0.0 27 21 37.0 5.9 0.0 5.9 27 22A na 0.5 0.0 0.5 38 EXHIBIT C-2 INLET COMPUTATIONS SONOMA DEVELOPMENT 1.8% 1.2% 0.5% 0.0% 0.8% 0.1% 0.3% 0.0% 0.1% 0.2% 0.5% 0.4% 0.0% 0.5% 0.0% 0.8% 0.0% 0.2% 0.2% 0.0% 0.0% 0.6% 0.0% Q z -~ ..... 0 ~ 1.5 10.5 1 8.6 2 5.8 2.5 0.0 3 7.1 4 2.9 5 4.6 6 0.0 7 2.7 8 3.1 9 5.6 10 5.2 12 1.6 13 5.5 14 0.0 15 7.0 16 1.4 17 3.3 18 3.0 19 0.0 20 0.0 21 5.9 22A DESCRIPTION Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Recessed Inlet on Grade Junction Box Junction Box Recessed Inlet on Grade Curb Inlet cfs ft ft 0.62 17.07 10 0.62 13.99 10 0.62 9.38 10 0.62 11.52 10 0.62 4.69 5 0.62 7.38 10 0.62 4.38 5 0.62 5.00 5 0.62 9.10 10 0.62 8.38 10 0.62 2.54 5 0.62 8.84 10 0.62 11.30 10 0.62 2.31 5 0.62 5.38 5 0.62 4.91 5 0.62 9.61 10 4.4 2.5 0 0 0.9 0 0 0 0 0 0 0 0 0 0 0.8 0 0.2 0 0 0 0 0 Grate Inlet ft cfs sq-ft sq-ft 212712007 10530005-dra.xls Exhibit C-2 E 0 < ~ u 0 z ~ -~ ~ IZl ~ ~ < .5o ~ ~ ~ "' ~ 0 0 u Q.I ~ ~ ~ Q # # Ac. min yr 1.5 2.5 1.2 10.1 10 1 2 1.0 10.0 10 2 2.5 1.7 10.1 10 2.5 3 2.9 10.8 10 3 9 3.4 11 .2 10 4 5 0.3 10.0 10 5 6 0.9 10.3 10 6 7 0.9 10.4 10 7 8 1.2 11 .1 10 8 9 1.5 11.2 10 9 10 5.5 11.7 10 10 HW10 6.1 11 .8 10 12 13 0.2 10.0 10 13 14 0.8 10.4 10 14 15 0.8 10.8 10 15 16 1.6 11.4 10 16 18 1.8 11 .5 10 17 18 0.4 10.0 10 18 19 2.4 11 .6 10 19 20 2.4 12.1 10 20 21 2.4 13.3 10 21 228 3.1 13.9 10 22A 228 0.1 10.0 10 228 Out1 3.2 14.9 10 23A 238 0.5 10.0 10 238 Out2 0.5 10.0 10 30 31 0.3 10.0 10 31 35 0.9 10.3 10 32 33 0.8 10.0 10 33 34 1.1 10.1 10 34 35 1.3 10.3 10 35 36 2.6 11.3 10 36 41 2.6 11.5 10 37 38 0.9 10.0 10 38 39 1.0 10.1 10 39 40 1.0 10.8 10 40 41 1.9 11.0 10 41 42 5.0 12.9 10 42 438 5.0 13.3 10 43A 438 0.5 10.0 10 438 Out3 5.9 13.5 10 50A 508 0.5 10.0 10 508 Out4 0.7 10.0 10 •includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS SONOMA DEVELOPMENT = Oil ·;;, = "' Q.I .~ "' Q Q.I Q.I "' Q. Q. Q.I "' 'C Q rt 0 Q.I Q.I V3 -Q. ""' "' 'C rt Q.I = = Q.I -~ 0 . ..., "'"' .... 'C if; .=. if; 0 if; ':,: ~ ~ 0 u N =-'C 0 Q 0 ·c ~ ;::> ~ < r;;; z r;;; ~ IZl cfs cfs # cfs % " 10.5 13.7 1 13.7 0.42 24 8.6 11 .2 1 11 .2 1.32 18 14.4 18.7 1 18.7 0.79 24 24.3 24.3 1 24.3 0.40 30 28.3 28.3 1 28.3 0.55 30 2.9 3.8 1 3.8 0.15 18 7.4 9.6 1 9.6 0.96 18 7.3 9.5 1 9.5 0.95 18 9.7 12.7 1 12.7 0.36 24 12.6 16.4 1 16.4 0.61 24 44.6 44.6 1 44.6 0.51 36 49.3 49.3 1 49.3 0.63 36 1.6 2.0 1 2.0 0.04 18 6.9 9.0 1 9.0 0.84 18 6.8 8.8 1 8.8 0.82 18 13.2 17.2 1 17.2 0.67 24 14.5 18.9 1 18.9 0.80 24 3.3 4.3 1 4.3 0.20 18 19.7 19.7 1 19.7 0.10 36 19.3 19.3 1 19.3 0.04 42 18.5 18.5 1 18.5 0.04 42 23.3 23.3 1 23.3 0.06 42 0.5 0.7 1 0.7 0.03 13 23.2 23.2 1 23.2 0.06 42 3.9 5.1 1 5.1 1.52 13 4.4 5.7 1 5.7 0.34 18 2.7 3.5 1 3.5 0.13 18 7.6 9.8 1 9.8 1.01 18 6.8 8.9 1 8.9 0.83 18 9.4 12.2 1 12.2 0.33 24 11 .3 14.7 1 14.7 0.49 24 21.4 21 .4 1 21.4 0.31 30 21 .2 21 .2 1 21 .2 0.31 30 7.5 9.7 1 9.7 0.98 18 9.0 11 .7 1 11.7 0.31 24 8.7 11 .3 1 11 .3 0.29 24 16.1 20.9 1 20.9 0.98 24 38.6 38.6 1 38.6 1.02 30 38.0 38.0 1 38.0 0.99 30 4.3 5.6 1 5.6 1.83 13 44.8 44.8 1 44.8 0.52 36 4.4 5.7 1 5.7 1.91 13 6.2 8.0 1 8.0 0.67 18 .. See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) Q.I e = E::: ~ ~ Q:3 ..J z ~ ~ ~ ""' > ~ ~ fps ' min 4.4 174 0.67 6.4 38 0.10 5.9 34 0.09 4.9 123 0.41 5.8 169 0.49 2.1 33 0.26 5.4 62 0.19 5.4 203 0.63 4.0 35 0.14 5.2 34 0.11 6.3 30 0.08 7.0 145 0.35 1.2 30 0.43 5.1 111 0.36 5.0 182 0.61 5.5 34 0.10 6.0 36 0.10 2.4 31 0.21 2.8 83 0.50 2.0 150 1.25 1.9 60 0.52 2.4 156 1.08 0.7 13 0.29 2.4 21 0.15 5.5 13 0.04 3.2 24 0.12 2.0 30 0.25 5.6 359 1.07 5.0 30 0.10 3.9 38 0.16 4.7 30 0.11 4.4 52 0.20 4.3 349 1.35 5.5 42 0.13 3.7 159 0.71 3.6 32 0.15 6.6 35 0.09 7.9 218 0.46 7.7 76 0.16 6.0 13 0.04 6.3 70 0.18 6.2 13 0.04 4.5 82 0.30 'C ~ = = = ~ ~ ~ @ ~ ~ u ~ ~ = min ' ' 10.78 10.10 10.20 11.19 11 .68 10.26 10.45 11.07 11 .22 11.33 11 .76 12.11 10.43 10.80 11 .40 11 .51 11 .61 10.21 12.10 13.35 13.87 14.95 10.29 15.09 10.04 10.1 6 10.25 11.33 10.10 10.26 10.37 11.52 12.87 10.1 3 10.84 10.99 11.08 13.33 13.50 10.04 13.68 10.04 10.34 212712007 10530005-dra.xls Exhibit C-3 Inlets FL FL Bealn Pipe From To Un""r Lower WSElev 010 Dia 10 HW10 313.96 313.25 316.25 49.27 36 9 10 314.2 314.06 317.19 44.58 36 8 9 315.44 314.7 317.45 12.62 24 7 8 316.01 315.54 317.91 9.73 24 6 7 323.92 316.51 318.38 7.32 18 5 6 325.73 324.02 324.70 7.38 18 4 5 326.39 325.83 326.80 2.90 18 3 9 315.63 314.3 317.45 28.31 30 2.5 3 316.7 315.73 318.40 24.26 30 2 2.5 317.83 317.2 319.11 14.38 24 1 2 318.84 318.33 319.64 8.64 18 1.5 2.5 318.49 317.2 319.11 10.55 24 EXHIBIT C-4 HYDRAULIC GRADE LINE - 1 OYr. Storm SONOMA DEVELOPMENT Normal Normal Depth starting Depth Velocity Velocity Lenath Sf PlpeS Lower WSElev Uo""r Hf In Out 145 0.631% 0.490% 316.25 316.25 316.96 0.92 6.78 6.99 30.36 0.517% 0.461% 316.61 317.19 316.75 0.16 7.69 6.78 34.4 0.610% 2.151% 315.55 317.45 316.29 0.21 7.29 9.26 34.82 0.363% 1.350% 316.39 317.91 316.86 0.13 9.90 7.29 202.92 0.954% 3.652% 317.15 318.38 324.56 1.94 8.92 9.90 62.08 0.969% 2.755% 324.73 324.73 326.44 0.60 5.81 8.92 32.63 0.149% 1.716% 326.32 326.80 326.88 0.05 0.00 5.81 169:49 0.552% 0.785% 315.99 317.45 317.32 0.93 7.50 7.69 122.5 0.405% 0.792% 317.23 318.40 318.20 0.50 9.11 7.50 33.69 0.792% 1.870% 318.20 319.11 318.83 0.27 7.00 9.11 38.45 1.330% 1.326% 319.31 319.64 319.82 0.51 0.00 7.00 174.15 0.426% 0.741% 318.30 319.11 319.59 0.74 0.00 5.97 Ending Top Delta HI WS Elev Inlet Check 0.02 317.19 319.1 OK 0.10 317.45 319.06 OK 0.25 317.91 319.69 OK 0.35 318.38 320.16 OK 0.14 324.70 327.82 OK 0.36 326.80 329.48 OK 0.26 327.14 330.04 OK 0.02 318.40 320.23 OK 0.21 319.11 321.32 OK 0.26 319.64 322 OK 0.38 320.53 322.49 OK 0.28 320.13 324.93 OK Delta 1.9124 1.6133 1.7803 1.7755 3.1187 2.6815 2.9009 1.8253 2.2119 2.3619 1.9600 4.8031 a Main Full Inlet In 43.5 9 42.2 3 30.9 7 24.5 6 18.7 5 16.2 4 12.8 0 33.8 2.5 34.0 2 28.8 1 11.3 0 18.1 0 212712007 10530005-dra.xls Exhibit~ Inlets FL FL ........ n Pioe From To UDO er Lower WSElev Q1()() Dlo Lena1n SI 10 , •• 1c 313.96 313.25 316.25 71.67 36 145 1.34% 9 10 314.2 314.06 318.21 64.84 36 30.36 1.09% 6 9 315.44 314.7 318.66 18.34 24 34.4 1.29% 7 6 316.01 315.54 319.41 14.15 24 34.82 o.n% 6 7 323.92 316.51 320.10 10.63 18 202.92 2.01% 5 6 325.73 324.02 324.92 10.71 18 82.08 2.04% 4 5 326.39 325.83 327.01 4.20 18 32.83 0.31% 3 9 315.83 314.3 318.88 41.14 30 169.49 1.17% 2.5 3 318.7 315.73 320.23 35.23 30 122.5 0.85% 2 2.5 317.83 317.2 321.32 20.88 24 33.89 1.87% I 2 318.84 318.33 322.00 12.54 18 38.45 2.80% 1.5 2.5 318.49 317.2 321.32 15.30 24 174.15 0.90% EXHIBIT C-5 HYDRAULIC GRADE LINE -100Yr. Storm SONOMA DEVELOPMENT I Normal stortlna ~ Velocity Velocity Encino Too Encino PlpeS Lower WSElev ._ HI In CM H WSHeod Inlet ws Elev 0.49% 316.25 316.25 316.96 1.94 6.78 6.1111 \l.02 318.21 319.1 318.21 0.46% 317.06 318.21 317.20 0.33 7,8~. .Al.78 I0.12 318.68 319.06 318.66 2.15% 315.80 318.66 316.54 0.44 A.03\ 10.2:V 0.31 319.41 319.69 319.41 1.35% 318.84 319.41 317.11 0.27 10.88 ..... ..... 0.41 320.10 320.18 320.10 3.85% 317.34 320.10 324.75 4.Dt ·~ 10.88 0.18 324.92 327.82 324.92 2.75% 324.88 324.92 326.59 1.2 8.44 9.78 0.42 327.01 329.48 327.01 1.72% 326.39 327.01 326.95 0.10 0.00 8.44 0.32 327.43 330.04 327.43 0.78% 318.80 318.88 318.13 1.96 7.87 7.84 0.00 320.84 320.23 320.23 0.79% 317.79 320.23 318.78 1.05 9.96 7.87 0.29 321.57 321.32 321.32 1.87% 318.45 321.32 319.08 0.58 7.25 9.96 0.36 322.24 322 322.00 1.33% 319.83 322.00 320.34 1.08 0.00 7.25 0.41 323.48 322.49 322.49 0.74% 318.55 321.32 319.84 1.58 0.00 6.45 0.32 323.21 324.93 323.21 Deb Q street Check Delo &.face 'Mclh OK 0.89 0.00 27 Sin:horoe 0.40 7.28 27 Surchoroe 0.28 0.00 27 "'~-0.06 0.00 27 OK 2.90 0.00 27 OK 2.47 0.00 27 OK 2.81 0.00 27 SUrchoroe -0.41 1.24 27 -.... -0.25 0.00 27 ---0.24 0.00 27 -roe -0.99 0.00 27 OK 1.72 0.00 27 street ROW ~· Capacity 0.74% 64.59 0.7-1% 64.59 0.74% 84.59 0.74% 64.59 3.91°/o 148.48 2.70% 123.36 2.70% 123.38 0.74% 84.59 0.74% 84.59 0.74% 64.59 0.74% 84.59 0.74% 64.59 Main Inlet In 9 3 7 6 5 4 0 2.5 2 I 0 0 2127/2007 1053000!;-m.m Exhibit C-5 Culvert #1 Culvert Design Criteria Culvert Description Circular Pipe No. 24" RCP Dia.(fl.) Pioes n at Intersection 2.00 1 0.014 of Barron Fieldstone Place Cl u vert na1vs s a cu at ons A I I CI I I Total Flow per Critical Normal Design Flow Pipe Depth(fl.) Depth Storm (cfs) (cfs) de (fl.) 5 9.40 9.40 1.05 0.73 10 10.50 10.50 1.20 0.78 25 12.00 12.00 1.25 0.84 50 13.60 13.60 1.35 0.90 100 15.30 15.30 1.40 0.96 Elhi = Hwi + Eli ho = TW or (de + D)/2 (Whichever is Greater) EXHIBITC-6 CULVERT ANALYSIS SONOMA DEVELOPMENT ELhi ~-~------~ Top of Road ~ELho r HWi ~1~--------~ H __,/'-- - --- - -TW Eli Proposed Culvert ~ - - - - --'---- ELo Outfall Channel Desi n Criteria Invert Outlet Culvert Top Lt. Side Rt. Side Bottom Elev. (Eli) Elev. (Elo) Length Slope of Slope Slope Slope Width n (ft.) (ft.) {ft.) (11/11) Road ke I 11111 ?:1 :1 fl. 321.73 320.93 33.00 0.0242 325.53 0.50 I HEADWATER CALCULATIONS Control Type Outlet INLET CONTROL HWi/D HWi ELhi 0.86 1.72 323.45 0.89 1.78 323.51 0.94 1.88 323.61 1.00 2.00 323.73 1.07 2.15 323.88 H = (1 +ke+((29"(n•2)'L)JR•1.33)j•((v•2)/2g) Elho=Elo +H+ho TW 0.94 0.98 1.03 1.08 1.14 OUTLET CONTROL de (de + D)/2 ho 1.05 1.53 1.53 1.20 1.60 1.60 1.25 1.63 1.63 1.35 1.68 · 1.68 1.40 1.70 1.70 HW of H EL ho Elev. Control 0.27 322.73 323.45 Inlet 0.34 322.87 323.51 Inlet 0.45 323.00 323.61 Inlet 0.57 323.18 323.73 Inlet 0.73 323.36 323.88 Inlet Velocity Freeboard {fps) 9.05 9.33 9.63 9.97 10.27 (II.) 2.08 2.02 1.92 1.80 1.65 212712007 10530005-cul.xls Exhibil C-6 EXHIBIT D-1 HYDROCAD (PRE-DEVELOPMENT) DA 1 G 0 DA2~ DA3~~ (new Link) (new ink) (new Link) Drainage Diagram tor 10530005-PRE ared b {enter your company name here} 2/27/2007 Prep ® 8 Y00 / 004323 © 2006 HydroCAD Software Solutions LLC HydroCAD . s n 10530005-PRE Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcats) 380.150 75 (1 ,2,3,4,5) 380.150 Page 2 2/27/2007 10530005-PRE Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcats) 380.150 75 (1,2 ,3,4,5) 380.150 Page 2 212712007 10530005-PRE Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} Page 3 2/27/2007 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs , dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Ster-Ind+ Trans method -Pond routing by Ster-Ind method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>3.33" Flow Length=6,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=239.50 cfs 76.583 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>3.41 " Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=45.70 cfs 7.626 af Subcatchment 3: DA 3 Runoff Area=17 .160 ac Runoff Depth>3.42" Flow Length=1 ,540' Slope=0.0156 '/' Tc=41 .7 min CN=75 Runoff=33.47 cfs 4.896 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>3.41 " Flow Length=2,410' Slope=0.0133 '/' Tc=64.7 min CN=75 Runoff=28.92 cfs 5.389 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>3.40" Flow Length=3,180' Slope=0.0164 '/' Tc=72.7 min CN=75 Runoff=58.56 cfs 11 .698 af Link 2L: (new Link) lnflow=77.56 cfs 12.522 af Primary=77.56 cfs 12.522 af Link SL: (new Link) lnflow=103.87 cfs 17.911 af Primary=103.87 cfs 17.911 af Link 7L: (new Link) lnflow=296.91 cfs 106.193 af Primary=296.91 cfs 106.193af Total Runoff Area = 380.150 ac Runoff Volume= 106.193 af Average Runoff Depth = 3.35" 100.00% Pervious Area= 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-PRE Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1 : DA 1 Runoff = 239 .50 cfs @ 14.06 hrs, Volume= 76.583 af, Depth> 3.33" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 275.900 75 275.900 PeNious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 45.70 cfs@ 12.74 hrs, Volume= 7.626 af, Depth> 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 26.800 75 26.800 PeNious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 33.47 cfs@ 12.57 hrs, Volume= 4.896 af, Depth> 3.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs , dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 17.160 75 17.160 PeNious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page4 212712007 10530005-PRE Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1 : DA 1 Runoff = 239.50 cfs @ 14.06 hrs, Volume= 76.583 af, Depth> 3.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 45.70 cfs@ 12.74 hrs, Volume= 7.626 af, Depth> 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 33.47 cfs@ 12.57 hrs, Volume= 4.896 af, Depth> 3.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page4 2/27/2007 10530005-PRE Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 28.92 cfs@ 12.87 hrs , Volume= 5.389 af, Depth> 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 18.990 75 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 64.7 2,410 0.0133 0.62 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 58.56 cfs@ 12.99 hrs, Volume= 11.698 af, Depth> 3.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 41.300 75 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 72.7 3,180 0.0164 0.73 Lag/CN Method, Link 2L: (new Link) Inflow Area = 43.960 ac, Inflow Depth> 3.42" for 5 YEAR event Inflow = 77.56 cfs@ 12.66 hrs, Volume= 12.522 af Primary = 77.56 cfs@ 12.66 hrs, Volume= 12.522 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area= 62 .950 ac, Inflow Depth> 3.41" for 5 YEAR event Inflow = 103.87 cfs@ 12.71 hrs, Volume= 17.911 af Pri mary = 103.87 cfs@ 12.71 hrs, Volume= 17.911 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 5 212712007 10530005-PRE Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth> 3.35" for 5 YEAR event Inflow = 296.91 cfs@ 13.75 hrs, Volume= 106.193 af Primary = 296.91 cfs@ 13.75 hrs, Volume= 106.193 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs , dt= 0.05 hrs Page 6 212712007 10530005-PRE Type Ill 24-hr 5 YEAR Rainfa/1=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area= 380.150 ac, Inflow Depth> 3.35" for 5 YEAR event Inflow = 296.91 cfs@ 13.75 hrs, Volume= 106.193 af Primary = 296.91 cfs@ 13.75 hrs, Volume= 106.193 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 6 212712007 10530005-PRE Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} Page 7 2/27/2007 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>4.35" Flow Length=6,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=313.03 cfs 100.069 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>4.46" Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=59.59 cfs 9.952 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>4.47" Flow Length=1,540' Slope=0.0156 '/' Tc=41 .7 min CN=75 Runoff=43.63 cfs 6.388 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>4.44" Flow Length=2,410' Slope=0.0133 '/' Tc=64.7 min CN=75 Runoff=37.76 cfs 7.034 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>4.44" Link 2L: (new Link) Link SL: (new Link) Link 7L: (new Link) Flow Length=3,180' Slope=0.0164 '/' Tc=72.7 min CN=75 Runoff=76.42 cfs 15.270 af lnflow=101 .16 cfs 16.340 af Primary=101 .16 cfs 16.340 af lnflow=135.54 cfs 23.374 af Primary=135.54 cfs 23.374 af lnflow=387.97 cfs 138.712 af Primary=387.97 cfs 138.712 af Total Runoff Area = 380.150 ac Runoff Volume = 138. 712 af Average Runoff Depth = 4.38" 100.00% Pervious Area= 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-PRE Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 313.03 cfs@ 14.04 hrs, Volume= 100.069 af, Depth> 4.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 59.59 cfs@ 12.73 hrs, Volume= 9.952 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24 .00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 43.63 cfs@ 12.57 hrs, Volume= 6.388 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr10 YEAR Rainfall=?.40" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page 8 2/27/2007 10530005-PRE Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 313 .03 cfs@ 14.04 hrs, Volume= 100.069 af, Depth> 4.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 59.59 cfs@ 12.73 hrs, Volume= 9.952 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 1 O YEAR Rainfall=7.40" Area (ac) CN Description 26 .800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 43 .63 cfs@ 12.57 hrs, Volume= 6.388 af, Depth> 4.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr10 YEAR Rainfall=7.40" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page 8 2/27/2007 10530005-PRE Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 37.76 cfs@ 12.86 hrs, Volume= 7.034 af, Depth> 4.44" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 18.990 75 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 64.7 2,410 0.0133 0.62 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 76.42 cfs@ 12.98 hrs, Volume= 15.270 af, Depth> 4.44" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 41 .300 75 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 72 .7 3, 180 0.0164 0.73 Lag/CN Method, Link 2L: (new Link} Inflow Area = 43.960 ac, Inflow Depth> 4.46" for 10 YEAR event Inflow = 101 .16 cfs@ 12.65 hrs, Volume= 16.340 af Primary = 101 .16 cfs@ 12.65 hrs, Volume= 16.340 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link} Inflow Area = 62.950 ac, Inflow Depth> 4.46" for 10 YEAR event Inflow = 135.54 cfs@ 12.70 hrs, Volume= 23.374 af Primary = 135.54 cfs@ 12.70 hrs, Volume= 23.374 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs , dt= 0.05 hrs Page 9 2/27/2007 10530005-PRE Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 Hyd roCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth> 4.38" for 1 O YEAR event Inflow = 387.97 cfs@ 13.74 hrs, Volume= 138.712 af Primary = 387.97 cfs@ 13.74 hrs, Volume= 138.712 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs , dt= 0.05 hrs Page 10 212712007 10530005-PRE Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth> 4.38" for 10 YEAR event Inflow = 387.97 cfs@ 13.74 hrs, Volume= 138.712 af Primary = 387.97 cfs@ 13.74 hrs, Volume= 138.712 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 10 212712007 10530005-PRE Type Ill 24-hr 25 YEAR Rainfall=B.40" Prepared by {enter your company name here} Page 11 212712007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>5.23" Flow Length=6,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=375.36 cfs 120.211 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>5.35" Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=71 .35 cfs 11 .945 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>5.36" Flow Length=1 ,540' Slope=0.0156 '/' Tc=41 .7 min CN=75 Runoff=52.24 cfs 7.667 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>5.34" Flow Length=2,410' Slope=0.0133 '/' Tc=64.7 min CN=75 Runoff=45.24 cfs 8.444 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>5.33" Link 2L: (new Link) Link SL: (new Link) Link 7L: (new Link) Flow Length=3,180' Slope=0.0164 '/' Tc=72.7 min CN=75 Runoff=91 .55 cfs 18.331 af lnflow=121 .15 cfs 19.613 af Primary=121 .15 cfs 19.613 af lnflow=162.37 cfs 28.056 af Primary=162.37 cfs 28.056 af lnflow=465.24 cfs 166.599 af Primary=465.24 cfs 166.599 af Total Runoff Area = 380.150 ac Runoff Volume = 166.599 af Average Runoff Depth = 5.26" 100.00% Pervious Area= 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-PRE Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 375.36 cfs@ 14.05 hrs, Volume= 120.211 af, Depth> 5.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 71 .35 cfs@ 12.73 hrs, Volume= 11 .945 af, Depth> 5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 26.800 75 26 .800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 52.24 cfs @ 12.57 hrs, Volume= 7.667 af, Depth> 5.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page 12 2/27/2007 10530005-PRE Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 375 .36 cfs@ 14.05 hrs, Volume= 120.211 af, Depth> 5.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 71 .35 cfs@ 12.73 hrs, Volume= 11 .945 af, Depth> 5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 26 .800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 52.24 cfs @ 12.57 hrs, Volume= 7.667 af, Depth> 5.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 41.7 1,540 0.0156 0.62 Lag/CN Method, Page 12 212712007 10530005-PRE Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 45.24 cfs@ 12.86 hrs, Volume= 8.444 af, Depth> 5.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr25 YEAR Rainfall=8.40" Area (ac) CN Description 18.990 75 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 64.7 2,410 0.0133 0.62 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 91 .55 cfs@ 12.98 hrs, Volume= 18.331 af, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=B.40" Area (ac) CN Description 41.300 75 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 72.7 3, 180 0.0164 0.73 Lag/CN Method, Link 2L: (new Link) Inflow Area= 43.960 ac , Inflow Depth> 5.35" for 25 YEAR event Inflow = 121 .15 cfs@ 12.65 hrs, Volume= 19.613 af Primary = 121.15 cfs@ 12.65 hrs, Volume= 19.613 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area= 62 .950 ac, Inflow Depth> 5.35" for 25 YEAR event Inflow = 162.37 cfs@ 12.69 hrs, Volume= 28.056 af Primary = 162.37 cfs@ 12.69 hrs, Volume= 28.056 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 13 2/27/2007 10530005-PRE Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth > 5.26" for 25 YEAR event Inflow = 465.24 cfs @ 13. 73 hrs, Volume= 166.599 af Primary = 465.24 cfs@ 13.73 hrs, Volume= 166.599 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 14 2/27/2007 10530005-PRE Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area= 380.150 ac , Inflow Depth > 5.26" for 25 YEAR event Inflow = 465.24 cfs@ 13.73 hrs, Volume= 166.599 af Primary = 465.24 cfs @ 13. 73 hrs, Volume= 166.599 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 14 2/27/2007 10530005-PRE Type Ill 24-hr 50 YEAR Rainfal/=9.80" Prepared by {enter .your company name here} Page 15 212712007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>6.48" Flow Length=6,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=464.18 cfs 149.032 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>6.63" Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=87.90 cfs 14.797 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>6.64" Flow Length=1 ,540' Slope=0.0156 '/' Tc=41 .7 min CN=75 Runoff=64.39 cfs 9.497 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>6.61 " Flow Length=2,410' Slope=0.0133 '/' Tc=64.7 min CN=75 Runoff=55.81 cfs 10.460 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>6.60" Link 2L: (new Link) Link SL: (new Link) Link 7L: (new Link) Flowlength=3,180' Slope=0.0164 '/' Tc=72.7min CN=75 Runoff=112.93cfs 22.711 af lnflow=149.39 cfs 24.293 af Primary=149.39 cfs 24.293 af lnflow=200.29 cfs 34.753 af Primary=200.29 cfs 34.753 af lnflow=574.67 cfs 206.496 af Primary=574.67 cfs 206.496 af Total Runoff Area= 380.150 ac Runoff Volume= 206.496 af Average Runoff Depth= 6.52" 100.00% Pervious Area= 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-PRE Type Ill 24-hr 50 YEAR Rainfa//=9. 80" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 464.18 cfs @ 13.96 hrs, Volume= 149.032 af, Depth> 6.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 87.90 cfs@ 12.72 hrs, Volume= 14.797 af, Depth> 6.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 64.39 cfs @ 12.56 hrs, Volume= 9.497 af, Depth> 6.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) ( cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page 16 2/27/2007 10530005-PRE Type Ill 24-hr 50 YEAR Rainfal/=9. 80" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1 : DA 1 Runoff = 464.18cfs@ 13.96hrs, Volume= 149.032 af, Depth> 6.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 87 .90 cfs@ 12.72 hrs, Volume= 14.797 af, Depth> 6.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9 .80" Area (ac) CN Description 26 .800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 64.39 cfs@ 12.56 hrs, Volume= 9.497 af, Depth> 6.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page 16 2/27/2007 10530005-PRE Type Ill 24-hr 50 YEAR Rainfal/=9.80" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 55.81 cfs @ 12.86 hrs, Volume= 10.460 af, Depth> 6.61 " Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 18.990 75 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 64.7 2,410 0.0133 0.62 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 112.93 cfs@ 12.98 hrs, Volume= 22 .711 af, Depth> 6.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 41 .300 75 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 72.7 3,1 80 0.0164 0.73 Lag/CN Method, Link 2L: (new Link) Inflow Area = 43.960 ac, Inflow Depth > 6.63" for 50 YEAR event Inflow = 149.39 cfs@ 12.64 hrs, Volume= 24.293 af Primary = 149.39 cfs@ 12.64 hrs, Volume= 24.293 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area = 62.950 ac, Inflow Depth> 6.62" for 50 YEAR event Inflow = 200.29 cfs@ 12.69 hrs, Volume= 34 .753 af Pri mary = 200.29 cfs@ 12.69 hrs, Volume= 34.753 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 17 2/27/2007 10530005-PRE Type Ill 24-hr 50 YEAR Rainfal/=9.80" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth> 6.52" for 50 YEAR event Inflow = 574 .67 cfs@ 13.61 hrs, Volume= 206.496 af Primary = 574 .67 cfs@ 13.61 hrs, Volume= 206.496 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 18 212712007 10530005-PRE Type Ill 24-hr 50 YEAR Rainfal/=9. 80" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area= 380.150 ac, Inflow Depth> 6.52" for 50 YEAR event Inflow = 574.67 cfs@ 13.61 hrs, Volume= 206.496 af Primary = 574.67 cfs@ 13.61 hrs, Volume= 206.496 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 18 212712007 10530005-PRE Type Ill 24-hr 100 YEAR Rainfal/=11 .00" Prepared by {enter your company name here} Page 19 2/27/2007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>7 .58" Flow Length=6,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=540.77 cfs 174.163 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>7.74" Flow Length=2 ,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=102.20 cfs 17.282 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>7.76" Flow Length=1 ,540' Slope=0.0156 '/' Tc=41 .7 min CN=75 Runoff=74.85 cfs 11 .091 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>7.72" Flow Length=2,410' Slope=0.0133 '/' Tc=64.7 min CN=75 Runoff=64.92 cfs 12.218 af Subcatchment 5: DA 5 Runoff Area=41.300 ac Runoff Depth>7.71 " Link 2L: (new Link) Link SL: (new Link) Link 7L: (new Link) Flow Length=3,180' Slope=0.0164 '/' Tc=72.7 min CN=75 Runoff=131 .23 cfs 26.528 af lnflow=173. 70 cfs 28.372 af Primary=173.70 cfs 28.372 af lnflow=232.96 cfs 40.590 af Primary=232.96 cfs 40.590 af lnflow=669.58 cfs 241 .280 af Primary=669.58 cfs 241 .280 af Total Runoff Area= 380.150 ac Runoff Volume= 241.280 af Average Runoff Depth= 7.62" 100.00% Pervious Area= 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-PRE Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1 : DA 1 Runoff = 540.77 cfs@ 13.95 hrs, Volume= 174.163 af, Depth> 7.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr 100 YEAR Rainfall=11.00" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 102.20 cfs @ 12. 72 hrs, Volume= 17.282 af, Depth> 7.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100 YEAR Rainfall=11 .00" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 74.85 cfs@ 12.56 hrs, Volume= 11 .091 af, Depth> 7.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100 YEAR Rainfall=11 .00" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page 20 212712007 10530005-PRE Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1 : DA 1 Runoff = 540. 77 cfs @ 13.95 hrs, Volume= 17 4.163 af, Depth> 7 .58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr 100 YEAR Rainfall=11 .00" Area (ac) CN Description 275.900 75 275. 900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 102.20 cfs@ 12.72 hrs, Volume= 17.282 af, Depth> 7.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 YEAR Rainfall= 11. 00" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 74.85 cfs@ 12.56 hrs, Volume= 11 .091 af, Depth> 7.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr100 YEAR Rainfall=11 .00" Area (ac) CN Description 17.160 75 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41 .7 1,540 0.0156 0.62 Lag/CN Method, Page 20 2/27/2007 10530005-PRE Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 64 .92 cfs@ 12.85 hrs, Volume= 12.218 af, Depth> 7.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100 YEAR Rainfall=11 .00" Area (ac) CN Description 18.990 75 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 64.7 2,410 0.0133 0.62 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 131.23 cfs@ 12.97 hrs, Volume= 26.528 af, Depth> 7.71 " Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs , dt= 0.05 hrs Type 111 24-hr 100 YEAR Rainfall= 11 . 00" Area (ac) CN Description 41 .300 75 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 72.7 3, 180 0.0164 0.73 Lag/CN Method, Link 2L: (new Link) Inflow Area= 43.960 ac, Inflow Depth> 7.74" for 100 YEAR event Inflow = 173.70 cfs@ 12.64 hrs, Volume= 28.372 af Primary = 173.70 cfs@ 12.64 hrs, Volume= 28.372 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area = 62.950 ac, Inflow Depth> 7.74" for 100 YEAR event !nflow = 232.96 cfs@ 12.68 hrs, Volume= 40.590 af Primary = 232.96 cfs@ 12.68 hrs, Volume= 40.590 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs , dt= 0.05 hrs Page 21 212712007 10530005-PRE Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth> 7.62" for 100 YEAR event Inflow = 669.58 cfs@ 13.61 hrs, Volume= 241 .280 af Primary = 669.58 cfs@ 13.61 hrs, Volume= 241 .280 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 22 212712007 10530005-PRE Type Ill 24-hr 100 YEAR Rainfall= 1r00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area= 380.150 ac, Inflow Depth> 7.62" for 100 YEAR event Inflow = 669.58 cfs @ 13.61 hrs, Volume= 241 .280 af Primary = 669.58 cfs @ 13.61 hrs, Volume= 241.280 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 22 212712007 EXHIBITD-2 HYDROCAD (POST-DEVELOPMENT) DA 1 0 0 DA2~ DA3 ~@] (new Link) (new ink) (new Link) Drainage Diagram for 10530005-POST p e ared by {enter your company name here} 2/27/2007 Hyd~otAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC 10530005-POST Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcats) 302.700 75 (1,2) 41 .300 79 (5) 18.990 80 (4) 17.160 81 (3) 380.150 Page2 2/27/2007 10530005-POST Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcats) 302.700 75 (1 ,2) 41 .300 79 (5) 18.990 80 (4) 17.160 81 (3) 380.150 Page2 2/27/2007 10530005-POST Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} Page 3 212712007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>3.33" Flow Length=6,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=239.50 cfs 76.583 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>3.41" Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=45.70 cfs 7.626 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>4.04" Flow Length=1,540' Slope=0.0156 '/' Tc=34.8 min CN=81 Runoff=42.92 cfs 5.778 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>3.92" Flow Length=2,410' Slope=0.0133 '/' Tc=55.7 min CN=80 Runoff=36.11 cfs 6.203 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>3.81" Link 2L: {new Link) Link SL: {new Link) Link 7L: {new Link) Flow Length=3,180' Slope=0.0164 '/' Tc=64.6 min CN=79 Runoff=70.39 cfs 13.109 af lnflow=82.96 cfs 13.404 af Primary=82.96 cfs 13.404 af lnflow=117.06 cfs 19.607 af Primary=117.06 cfs 19.607 af lnflow=294.30 cfs 109.300 af Primary=294.30 cfs 109:300 af Total Runoff Area= 380.150 ac Runoff Volume= 109.300 af Average Runoff Depth= 3.45" 100.00% Pervious Area = 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-POST Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 239.50 cfs@ 14.06 hrs , Volume= 76 .583 af, Depth> 3.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 45.70 cfs@ 12.74 hrs, Volume= 7.626 af, Depth> 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 42.92 cfs@ 12.48 hrs, Volume= 5.778 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 17.160 81 17 .160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 34.8 1,540 0.0156 0.74 Lag/CN Method, Page4 212712007 10530005-POST Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 239.50 cfs @ 14.06 hrs, Volume= 76.583 af, Depth> 3.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 45.70 cfs@ 12.74 hrs, Volume= 7.626 af, Depth> 3.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 42.92 cfs@ 12.48 hrs, Volume= 5.778 af, Depth> 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 1,540 0.0156 0.74 Lag/CN Method, Page4 212712007 10530005-POST Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 36.11 cfs @ 12. 75 hrs, Volume= 6.203 af, Depth> 3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 18.990 80 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.7 2,410 0.0133 0.72 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 70.39 cfs@ 12.86 hrs, Volume= 13.109 af, Depth> 3.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 5 YEAR Rainfall=6.20" Area (ac) CN Description 41 .300 79 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 64.6 3, 180 0.0164 0.82 Lag/CN Method, Link 2L: (new Link) Inflow Area= 43.960 ac, Inflow Depth> 3.66" for 5 YEAR event Inflow = 82.96 cfs@ 12.59 hrs, Volume= 13.404 af Primary = 82.96 cfs@ 12.59 hrs, Volume= 13.404 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area = 62 .950 ac, Inflow Depth> 3.74" for 5 YEAR event Inflow = 117.06 cfs@ 12.63 hrs, Volume= 19.607 af Primary = 117.06 cfs@ 12.63 hrs , Volume= 19.607 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 5 212712007 10530005-POST Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area= 380 .150 ac, Inflow Depth> 3.45" for 5 YEAR event Inflow = 294.30 cfs@ 13.75 hrs, Volume= 109.300 af Primary = 294.30 cfs@ 13.75 hrs, Volume= 109.300 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 6 2/27/2007 10530005-POST Type Ill 24-hr 5 YEAR Rainfal/=6.20" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area= 380.150 ac, Inflow Depth > 3.45" for 5 YEAR event Inflow = 294 .30 cfs@ 13.75 hrs, Volume= 109.300 af Primary = 294.30 cfs@ 13.75 hrs, Volume= 109.300 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 6 2/27/2007 10530005-POST Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} Page 7 212712007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0 .05 hrs, 481 points Runoff by SGS TR-20 method, UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>4.35" Flow Length=6 ,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=313.03 cfs 100.069 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>4.46" Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=59.59 cfs 9.952 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>5.15" Flow Length=1,540' Slope=0.0156 '/' Tc=34.8 min CN=81 Runoff=54.30 cfs 7.360 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>5.01" Flow Length=2,410' Slope=0.0133 '/' Tc=55.7 min CN=80 Runoff=45.96 cfs 7.933 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>4.89" Link 2L: (new Link) Link SL: (new Link) Link 7L: (new Link) Flow Length=3, 180' Slope=0.0164 '/' Tc=64.6 min CN=79 Runoff=90.05 cfs 16.833 af lnflow=106.81 cfs 17.312 af Primary=106.81 cfs 17.312 af lnflow=150.27 cfs 25.244 af Primary=150.27 cfs 25.244 af lnflow=383.34 cfs 142.146 af Primary=383.34 cfs 142.146 af Total Runoff Area= 380.150 ac Runoff Volume= 142.146 af Average Runoff Depth = 4.49" 100.00% Pervious Area= 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-POST Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 313.03 cfs@ 14.04 hrs, Volume= 100.069 af, Depth> 4.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 59 .59 cfs @ 12. 73 hrs, Volume= 9.952 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 54.30 cfs@ 12.47 hrs, Volume= 7.360 af, Depth> 5.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 1,540 0.0156 0.74 Lag/CN Method, Page 8 212712007 10530005-POST Type 11124-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 313.03 cfs@ 14.04 hrs, Volume= 100.069 af, Depth> 4.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 275.900 75 275 .900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 59.59 cfs @ 12. 73 hrs, Volume= 9.952 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 54.30 cfs@ 12.47 hrs, Volume= 7.360 af, Depth> 5.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 1,540 0.0156 0.74 Lag/CN Method, Page 8 212712007 10530005-POST Type Ill 24-hr 10 YEAR Rainfal/=7.40 " Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 45.96 cfs@ 12.74 hrs, Volume= 7.933 af, Depth> 5.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr10 YEAR Rainfall=7.40" Area (ac) CN Description 18.990 80 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.7 2,410 0.0133 0.72 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 90.05 cfs @ 12.85 hrs, Volume= 16.833 af, Depth> 4.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 YEAR Rainfall=7.40" Area (ac) CN Description 41 .300 79 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 64.6 3, 180 0.0164 0.82 Lag/CN Method, Link 2L: (new Link) Inflow Area = 43.960 ac, Inflow Depth> 4.73" for 10 YEAR event Inflow = 106.81 cfs@ 12.58 hrs, Volume= 17.312 af Primary = 106.81 cfs@ 12.58 hrs, Volume= 17.312 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area= 62.950 ac, Inflow Depth> 4.81" for 10 YEAR event Inflow = 150.27 cfs@ 12.63 hrs, Volume= 25.244 af Primary = 150.27 cfs@ 12.63 hrs, Volume= 25.244 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 9 212712007 10530005-POST Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth > 4.49" for 10 YEAR event Inflow = 383.34 cfs@ 13.74 hrs, Volume= 142.146 af Primary = 383.34 cfs@ 13.74 hrs, Volume= 142.146 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 10 212712007 10530005-POST Type Ill 24-hr 10 YEAR Rainfal/=7.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: {new Link) Inflow Area= 380.1 50 ac, Inflow Depth > 4.49" for 10 YEAR event Inflow = 383.34 cfs@ 13.74 hrs, Volume= 142.146 af Primary = 383.34 cfs@ 13.74 hrs, Volume= 142.146 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 10 212712007 10530005-POST Type Ill 24-hr 25 YEAR Rainfall=B.40 " Prepared by {enter your company name here} Page 11 2/27/2007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>5.23" Flow Length=6 ,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=375.36 cfs 120.211 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>5.35" Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=71 .35 cfs 11 .945 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>6.08" Flow Length=1 ,540' Slope=0.0156 '/' Tc=34.8 min CN=81 Runoff=63.82 cfs 8.701 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>5.94" Flow Length=2,410' Slope=0.0133 '/' Tc=55.7 min CN=80 Runoff=54.21 cfs 9.401 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>5.81 " Link 2L: (new Link) Link SL: (new Link) Link 7L: (new Link) Flow Length=3,180' Slope=0.0164 '/' Tc=64.6 min CN=79 Runoff=106.56 cfs 20.000 af lnflow=126.92 cfs 20.646 af Primary=126.92 cfs 20.646 af lnflow=178.22 cfs 30.048 af Primary=178.22 cfs 30.048 af lnflow=458.81 cfs 170.259 af Primary=458.81 cfs 170.259 af Total Runoff Area= 380.150 ac Runoff Volume= 170.259 af Average Runoff Depth= 5.37" 100.00% Pervious Area= 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-POST Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 375.36 cfs @ 14.05 hrs , Volume= 120.211 af, Depth> 5.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 71 .35 cfs @ 12. 73 hrs, Volume= 11 .945 af, Depth> 5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 63.82 cfs@ 12.47 hrs, Volume= 8.701 af, Depth> 6.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 1,540 0.0156 0.74 Lag/CN Method, Page 12 212712007 10530005-POST Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 375 .36 cfs@ 14.05 hrs, Volume= 120.211 af, Depth> 5.23" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 71 .35 cfs@ 12.73 hrs, Volume= 11 .945 af, Depth> 5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 63.82 cfs@ 12.47 hrs, Volume= 8.701 af, Depth> 6.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 1,540 0.0156 0.74 Lag/CN Method, Page 12 212712007 10530005-POST Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 54.21 cfs@ 12.73 hrs, Volume= 9.401 af, Depth> 5.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 18.990 80 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.7 2,410 0.0133 0.72 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 106.56 cfs@ 12.85 hrs, Volume= 20.000 af, Depth> 5.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 25 YEAR Rainfall=8.40" Area (ac) CN Description 41 .300 79 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 64.6 3, 180 0.0164 0.82 Lag/CN Method, Link 2L: (new Link) Inflow Area = 43.960 ac, Inflow Depth> 5.64" for 25 YEAR event Inflow = 126.92 cfs@ 12.58 hrs, Volume= 20.646 af Primary = 126.92 cfs@ 12.58 hrs, Volume= 20.646 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area = 62.950 ac, Inflow Depth> 5.73" for 25 YEAR event Inflow = 178.22 cfs@ 12.62 hrs, Volume= 30.048 af Primary = 178.22 cfs@ 12.62 hrs, Volume= 30.048 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 13 2/27/2007 10530005-POST Type Ill 24-hr 25 YEAR Rainfa/1=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth > 5.37" for 25 YEAR event Inflow = 458.81 cfs@ 13.74 hrs, Volume= 170.259 af Primary = 458.81 cfs@ 13.74 hrs, Volume= 170.259 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 14 212712007 10530005-POST Type Ill 24-hr 25 YEAR Rainfal/=8.40" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: {new Link) Inflow Area = 380.150 ac, Inflow Depth > 5.37" for 25 YEAR event Inflow = 458.81 cfs@ 13.74 hrs, Volume= 170.259 af Primary = 458.81 cfs@ 13.74 hrs, Volume= 170.259 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 14 2/27/2007 10530005-POST Type Ill 24-hr 50 YEAR Rainfal/=9.80" Prepared by {enter your company name here} Page 15 212712007 HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method , UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth>6.48" Flow Length=6,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=464.18 cfs 149.032 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>6.63" Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=87.90 cfs 14.797 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>7.41 " Flow Length=1 ,540' Slope=0.0156 '/' Tc=34.8 min CN=81 Runoff=77.13 cfs 10.602 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>7.26" Flow Length=2,410' Slope=0.0133 '/' Tc=55.7 min CN=80 Runoff=65.78 cfs 11.487 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>7.12" Link 2L: (new Link) Link SL: (new Link) Link 7L: (new Link) Flow Length=3, 180' Slope=0.0164 '/' Tc=64.6 min CN=79 Runoff=129.73 cfs 24.503 af lnflow=155.22 cfs 25.398 af Primary=155.22 cfs 25.398 af lnflow=217.51 cfs 36.885 af Primary=217.51 cfs 36.885 af lnflow=565.60 cfs 210.420 af Primary=565.60 cfs 210.420 af Total Runoff Area= 380.150 ac Runoff Volume= 210.420 af Average Runoff Depth= 6.64" 100.00% Pervious Area = 380.150 ac 0.00% Impervious Area = 0.000 ac 10530005-POST Type Ill 24-hr 50 YEAR Rainfal/=9. 80" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 464.18 cfs@ 13.96 hrs, Volume= 149.032 af, Depth> 6.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 87.90 cfs@ 12.72 hrs, Volume= 14.797 af, Depth> 6.63" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 77 .13 cfs@ 12.47 hrs, Volume= 10.602 af, Depth> 7.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 34 .8 1,540 0.0156 0.74 Lag/CN Method, Page 16 212712007 10530005-POST Type Ill 24-hr 50 YEAR Rainfal/=9.80" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 464.18 cfs@ 13.96 hrs, Volume= 149.032 af, Depth> 6.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr50 YEAR Rainfall=9.80" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 87.90 cfs@ 12.72 hrs, Volume= 14.797 af, Depth> 6.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 77.13 cfs@ 12.47 hrs , Volume= 10.602 af, Depth> 7.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 34.8 1,540 0.0156 0.74 Lag/CN Method, Page 16 212712007 10530005-POST Type Ill 24-hr 50 YEAR Rainfal/=9.80" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 65.78 cfs@ 12.73 hrs, Volume= 11.487 af, Depth> 7.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 18.990 80 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 55.7 2,410 0.0133 0.72 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 129.73 cfs@ 12.85 hrs, Volume= 24.503 af, Depth> 7.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 50 YEAR Rainfall=9.80" Area (ac) CN Description 41 .300 79 41.300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 64.6 3, 180 0.0164 0.82 Lag/CN Method, Link 2L: (new Link) Inflow Area = 43.960 ac, Inflow Depth> 6.93" for 50 YEAR event Inflow = 155.22 cfs@ 12.58 hrs, Volume= 25.398 af Primary = 155.22 cfs@ 12.58 hrs, Volume= 25.398 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area = 62.950 ac, Inflow Depth> 7.03" for 50 YEAR event Inflow = 217.51 cfs@ 12.62 hrs, Volume= 36.885 af Primary = 217.51 cfs@ 12.62 hrs, Volume= 36.885 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 17 212712007 10530005-POST Type Ill 24-hr 50 YEAR Rainfal/=9.80" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380 .150 ac, Inflow Depth> 6.64" for 50 YEAR event Inflow = 565.60 cfs@ 13.74 hrs, Volume= 210.420 af Primary = 565.60 cfs@ 13.74 hrs, Volume= 210.420 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 18 212712007 10530005-POST Type Ill 24-hr 50 YEAR Rainfal/=9.80" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth> 6.64" for 50 YEAR event Inflow = 565.60 cfs@ 13.74 hrs, Volume= 210.420 af Primary = 565.60 cfs@ 13.74 hrs, Volume= 210.420 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 18 2/27/2007 10530005-POST Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} Page 19 2/27/2007 HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 1: DA 1 Runoff Area=275.900 ac Runoff Depth> 7.58" Flow Length=6,050' Slope=0.0109 '/' Tc=149.2 min CN=75 Runoff=540.77 cfs 174.163 af Subcatchment 2: DA 2 Runoff Area=26.800 ac Runoff Depth>7.74" Flow Length=2,030' Slope=0.0148 '/' Tc=53.4 min CN=75 Runoff=102.20 cfs 17.282 af Subcatchment 3: DA 3 Runoff Area=17.160 ac Runoff Depth>8.56" Flow Length=1 ,540' Slope=0.0156 '/' Tc=34.8 min CN=81 Runoff=88.52 cfs 12.247 af Subcatchment 4: DA 3 Runoff Area=18.990 ac Runoff Depth>8.40" Flow Length=2,410' Slope=0.0133 '/' Tc=55.7 min CN=80 Runoff=75.68 cfs 13.294 af Subcatchment 5: DA 5 Runoff Area=41 .300 ac Runoff Depth>8.25" Link 2L: (new Link) Link 5L: (new Link) Link 7L: (new Link) Flow Length=3, 180' Slope=0.0164 '/' Tc=64.6 min CN=79 Runoff=149.60 cfs 28.408 af lnflow=179.59 cfs 29.528 af Primary=179.59 cfs 29.528 af lnflow=251 .24 cfs 42.822 af Primary=251 .24 cfs 42.822 af lnflow=657. 70 cfs 245.393 af Primary=657.70 cfs 245.393 af Total Runoff Area= 380.150 ac Runoff Volume= 245.393 af Average Runoff Depth= 7.75" 100.00% Pervious Area= 380.150 ac 0.00% Impervious Area= 0.000 ac 10530005-POST Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 sin 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 540.77 cfs@ 13.95 hrs, Volume= 174.163 af, Depth> 7.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 100 YEAR Rainfall=11 .00" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 102.20 cfs @ 12. 72 hrs, Volume= 17.282 af, Depth> 7.74" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr 100YEAR Rainfall=11 .00" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 88.52 cfs@ 12.47 hrs, Volume= 12.247 af, Depth> 8.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 YEAR Rainfall= 11 . 00" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34 .8 1,540 0.0156 0.74 Lag/CN Method, Page 20 212712007 10530005-POST Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 1: DA 1 Runoff = 540.77 cfs@ 13.95 hrs, Volume= 174.163 af, Depth> 7.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 YEAR Rainfall= 11 . 00" Area (ac) CN Description 275.900 75 275.900 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 149.2 6,050 0.0109 0.68 Lag/CN Method, Subcatchment 2: DA 2 Runoff = 102.20 cfs@ 12.72 hrs, Volume= 17.282 af, Depth> 7.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 YEAR Rainfall= 11 . 00" Area (ac) CN Description 26.800 75 26.800 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 53.4 2,030 0.0148 0.63 Lag/CN Method, Subcatchment 3: DA 3 Runoff = 88.52 cfs@ 12.47 hrs, Volume= 12.247 af, Depth> 8.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 YEAR Rainfall= 11. 00" Area (ac) CN Description 17.160 81 17.160 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 1,540 0.0156 0.74 Lag/CN Method, Page 20 212712007 10530005-POST Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Subcatchment 4: DA 3 Runoff = 75.68 cfs @ 12. 73 hrs, Volume= 13.294 af, Depth> 8.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 YEAR Rainfall=11 .00" Area (ac) CN Description 18.990 80 18.990 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.7 2,410 0.0133 0.72 Lag/CN Method, Subcatchment 5: DA 5 Runoff = 149.60 cfs@ 1?.85 hrs, Volume= 28.408 af, Depth> 8.25" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type 11124-hr 100 YEAR Rainfall=11 .00" Area (ac) CN Description 41 .300 79 41 .300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 64.6 3, 180 0.0164 0.82 Lag/CN Method, Link 2L: (new Link) Inflow Area = 43.960 ac, Inflow Depth > 8.06" for 100 YEAR event Inflow = 179.59 cfs@ 12.57 hrs , Volume= 29.528 af Primary = 179.59 cfs @ 12.57 hrs, Volume= 29.528 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link SL: (new Link) Inflow Area = 62.950 ac, Inflow Depth> 8.16" for 100 YEAR event Inflow = 251 .24 cfs@ 12.62 hrs, Volume= 42.822 af Primary = 251 .24 cfs@ 12.62 hrs, Volume= 42.822 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 21 212712007 10530005-POST Type Ill 24-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area = 380.150 ac, Inflow Depth> 7.75" for 100 YEAR event Inflow = 657.70 cfs@ 13.74 hrs, Volume= 245.393 af Primary = 657.70 cfs@ 13.74 hrs, Volume= 245.393 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 22 212712007 10530005-POST Type 11124-hr 100 YEAR Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 8.00 s/n 004323 © 2006 HydroCAD Software Solutions LLC Link 7L: (new Link) Inflow Area= 380 .150 ac, Inflow Depth> 7.75" for 100 YEAR event Inflow = 657.70 cfs@ 13.74 hrs, Volume= 245.393 af Primary = 657.70 cfs@ 13.74 hrs, Volume= 245.393 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Page 22 2/27/2007 EXHIBITD-3 DRAINAGE AREA PARAMETERS Plan I Plan2 Plan I Plan 2 Plan I Plan 2 Plan I Plan 2 Plan I Plan2 General < ~ # DAI DA2 / DA 3' '---- f "' -... DA!-- ( ,,--~aj ~ ~ ~< ~~ ACRES 275.90 275 .90 26.80 26.80 17.16 8.47 ~ 18.99 10.37 41.30 26.11 h ~ i~ - ~~ ~t~ 08 ~ rf) = ~ rf) z J s rf) 3~ ~ l Ea ~ Q r:r. ACRES ACRES ACRES 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ~ ~ 0.00 0.00 0.00 0.00 0.00 ~.6Z~ 0.00 0.00 0.00 0.00 0.00 ( ......-15.19_ Do.oo Exhibit D-3 Drainage Area Parameters ~ ~ u rf) p:: ~ ~~ rf) ::::> < < ~ ~ ~ ~ ::::> 0 Ill u ACRES ACRES ACRES MILES LENGTII 0.00 0.00 275.90 0.4311 6050 0.00 0.00 275.90 0.4311 6050 0.00 0.00 26.80 0.0419 2030 0.00 0.00 26.80 0.0419 2030 0.00 0.00 17.16 0.0268 1540 0.00 0.00 17.16 0.0268 1540 0.00 0.00 18.99 0.0297 1899 0.00 0.00 18.99 0.0297 1899 0.00 0.00 41.30 0.0645 3180 0.00 0.00 41.30 0.0645 6050 ~ ~ 0 ....:l rf) DROP Ff/Ff 66 0.011 66 0.011 32 0.016 32 0.016 24 0.016 24 0.016 32 0.017 32 0.017 52 0.016 66 0.011 Existing Cond. PLAN I ~ u # 75.0 75.0 75.0 75.0 75.0 Development of Sonoma Subdivision PLAN2 ~ a # 75.0 75 .0 81.1 80.4 79.4 Exhibit D-3 Drainage Area Parameters lag-new.xis '' EXHIBITE HEC-RAS ANALYSIS EXHIBITE HEC-RAS ANALYSIS x x x x x x xxxxxxx x x x x x x HEC-RAS Version 3.1. 3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California xxxxxx xx xx xx xx xx x x x x x x x x x x x x x xx xx x xxx xx xx xxxxxx x x x x x x x x x x x x x xxxxxx xxxx x x x x xx xx x x xx xx x x xxxxx ••**********************•••············'*"*******••*•****************•********•*** PROJECT DATA Project Title: 10530005-PROP Project File 10530005PROP.prj Run Date and Time: 2/19/2007 12:53:24 PM Project i n English units PLAN DATA Plan Title: Plan 02 Plan File F: \1053 -Randy French\0005 -Sonoma Development\Docs\HEC-RAS\10530005PROP. p02 Geometry Title: Spring Creek Geometry File F:\1053 -Randy French\0005 -Sonoma Development\Docs\HEC-RAS\10530005PROP.g01 Flow 01 Flow Title Flow File F: \1053 -Randy French\0005 -Sonoma Development\Docs\HEC-RAS\10530005PROP. fOl Plan Summary Information: Number of: Cross Sections = Culverts Bridges Computational Information 15 2 0 Multiple Qpenings Inline Structures Lateral Structures • Water surface calculation tolerance O. 01 Critical depth calculation tolerance -0. 01 Maximum number of iterations 20 Maximum difference tolerance O. 3 Flow tolerance factor 0. 001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Flow 01 Flow File F:\1053 -Randy French\0005 -Sonoma Development\Docs\HEC-RAS\10530005PROP.f01 Flow Data {cfs) . River Reach RS PF 1 PF 2 . . Spring Creek Tributary A 927 464 541 . . Spring Creek Tributary A 0 566 657 . . Spring Creek Tributary B 2464 88 102 . . Spring Creek Tributary B 2088 155 180 . . Spring Creek Tributary B 1306 218 251 . . Spring Creek Spring Creek 100 566 657 . .... ** ** ... ** ............... * * ...... * ........ ++ ...... * ......... + ....... + .... * ...... + + ... *. * * *** ........... + ** ....... Boundary Conditions * River Reach Profile Upstream Downstream * Spring Creek Spring Creek PF l Nornal S = 0. 01 • .. ** .... * ** + * .. + + * ........ + *. * * * ** * * ** * + * * ........... * * .... * *. *. * * * ...... ** ........... * * ..... * * * ** + + .. + .................... * ......... .. GEOMETRY DATA Geometry Title: Spring Creek Geometry File : F: \1053 -Randy French\0005 -Sonoma Development\Docs\HEC-RAS\10530005PROP. gOl Reach Connection Table ..... *"' * ** * + * * ** ** * * ** .... ** + * + ....... * *. * * *** ... * * * +++ * * ...... + * ** .. + * * * ++ +++ •• * * * + * .. + * ++ + * * River Reach Upstream Boundary * Downstream Boundary * *. * *** * + .... * * ..... *** * **** + .... * ++ ** ..... * * * * ** * .... * + *** * .. + **"' * *** * * ...... * + * ......... * ** * * * * + ** ** • Spring Creek • Spring Creek * Spring Creek Tributary A Tributary B Spring Creek A A A * * * ** * .. ****** * + +++ *** ........ * ** * .. * * * ****. + * ++ + * * * * * * ** * ** ..... ** •• * ** * * ** * ** ** ** ** * ... JUNCTION INFORMATION Name: A Description: Energy computation Method Length across Junction River Reach Spring Creek Spring Creek Tributary A Tributary B CROSS SECTION RIVER: Spring Creek REACH: Tributary A INPUT Description: RS: 927 Station Elevation Data num• Sta Elev Sta Elev 30B 317 306 447 304 461 306 Manning's n Values num= Sta n Val Sta n Val Tributary River to Spring Creek to Spring Creek Sta Elev 39B 304 4B5 30B Sta n Val * ** ** * * * * *** * *. *** *** * * •• **** *** *** ** *** * * ** **** .03 317 . 027 461 .03 Bank Sta: Left Right Lengths: Left Channel 317 461 260 260 CROSS SECTION OUTPUT Profile #PF 1 Reach Spring Creek Spring Creek Sta Elev 40B 302 Right Coe ff 260 Length Angle 0 0 Sta Elev 440 302 Contr. Expan. .1 . 3 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *. * * * * *. * ... * * ••• * * * * * * * * * * * * * * * * * •• * ... * * * * * * * *. * * * * * * * E.G. Elev (ft) 304.45 * Element Left OB * Channel • Right OB * * Vel Head (ft) 0. 73 * Wt. n-Val. 0. 027 * w.s. Elev (ft) 303. 72 * Reach Len. (ft) 260.00 260. 00 260 . 00 * Crit W.S. (ft) 303. 72 * Flow Area (sq ft) 67. 54 * E.G. Slope (ft/ft) •o. 009615 * Area (sq ft) 67. 54 . Q Total (cfsl 4 64. 00 . Flow (cfs) 4 64. 00 * Top Width (ft) 46. 61 * Top Width (ft) 46. 61 * Vel Total (ft/s) 6. B7 * Avg. Vel. lft/s) 6. B7 * Max Chl Dpth (ft) 1. 72 * Hydr. Depth (ft) 1. 45 . Conv. Total (cfs) 4731.9 * Conv. (cfs) 4731.9 * Lenqi:h Wtd. I ft) 260. 00 * Wetted Per. (ft) 47. 02 * Min Ch El (ft) 302. 00 * Shear (lb/sq ft) 0. B6 * Alpha 1. 00 * Stream Power {lb/ft s) . 5. 92 * Frctn Loss {ft) 0. 53 * Cum Volume {acre-ft) 0. 42 4.35 0. lB * C & E Loss {ft) 0.17 * Cum SA (acres) 0.59 1.56 0 . 24 * ** * * ••• * * **** **** * ••••• * ••• * ** ••••••• ** * * ..... * *. ** * * ******* ***. ** *** * •• *** *"' •••• * **"' •• * * * ...... Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #PF 2 .. ** ** *. * * * ....... ** ** ........... * **. *. *** •• *** * * * * * •••• * •• ** ** .................... * •• * * ** * * *** *. * .... * ** * * * E.G. Elev {ft) 304. 72 * Element Left OB * Channel . Right OB . * Vel Head {ft ) 0. 5B . Wt. n-Val. 0. 027 * W.S. Elev {ft) 304 .14 * Reach Len. {ft) 260. 00 260 . 00 2 60. 00 * Crit W.S. {ft) 303. B9 * Flow Area {sq ft) BB. 39 * E.G. Slope I ft/ ft I • 0. 0067 61 • Area {sq ft) BB. 39 . Q Total lcfs) 541. 00 . Flow {cfsl 541. 00 * Top Width {ft) 55. 71 * Top Width {ft) 55. 71 * Vel Total {ft/sl 6.12 . Avg. Vel. lft/s) 6 .12 * Max Chl Dpth {ft) 2.14 . Hydr. Depth {ft) 1.59 . Conv. Total lcfsl 6579. 3 * Conv. {cfs) 6579. 3 . Length Wtd. {ft) 260. 00 * Wetted Per. {ft) 56. 20 * Min Ch El {ft) 302. 00 . Shear {lb/sq ft) 0. 66 * Alpha 1. 00 * Stream Power {lb/ft S) * 4.06 * Frctn Loss (ft ) 0. 47 . Cum Volume {acre-ft) 0.55 4. B2 0 .22 c & E Loss {ft ) 0.12 * Cum SA (acres) 0. 69 1. 64 0.27 • * * ... * ••• * *. * ........ * *. *. * .... * ..... * + •• * * * •• * .... * •• * ...... + ••• * + * * * * ** * * •••••• * •• *** ...... * * ......... * * + •••• Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1. 4. This may indicate the need for additional cross sections. Geometry File : F: \1053 -Randy French\0005 -Sonoma Development\Docs\HEC-RAS\10530005PROP. gOl Reach Connection Table * + + * * * * + * * * * ** ** * * * * + + * ** + * ++ + * * * * * * * *. * + * * * + + * * + + ** * + * ***. * + + * * + + + + * + + * + * * + + ... * * * * River Reach Upstream Boundary * Downstream Boundary * * * + + * * * * * ** ** *. * * * +. + + ••• * * *. + ++ * + + * + ** ••• * *. * * * * +. + * + * * + * *. * *. ** ** * + * + •• + + * + * + + + * Spring Creek Tributary A A * Spring Creek Tributary B A * Spring Creek Spring Creek A +. *. * + * + *** * *. * * •• ** * + * * + + + + * + + * + *. * * + + + •• +. + + *. * •• * * **. * + * •• * * ** * * •• + * * * * + +. + +. + JUNCTION INFORMATION Name: A Description: Energy computation Method Length across Junction River Reach Spring Creek Tributary A Spring Creek Tributary B CROSS SECTION RIVER: Spring Creek REACH: Tributary A INPUT Description: RS: 927 Station Elevation Data num~ Sta Elev Sta Elev Tributary River to Spring Creek to Spring Creek Sta Elev Reach Spring Creek Spring Creek Sta Elev Length Angle 0 0 Sta Elev • + *. * * ••• ** * * *. + •• * •• * + + * + * * *. * •• * + ••• + * * ** * ** * *** ** * ++ + * + * * * •• ** + *** * * ++ * + * + * ++ 0 308 317 306 398 304 408 302 440 302 447 304 461 306 485 308 Manning's n Values num• Sta n Val Sta n Val Sta n Val * * * * * * ** * ***. + * + * * * * * •• * * * * + * * •••• * ••• ** * * + + +++ * .03 317 .027 461 .03 Bank Sta: Left Right Lengths: Left Channel Right Coe!! Con tr. Expan. 317 4 61 260 260 260 . l . 3 CROSS SECTION OUTPUT Profile #PF l * E.G. Elev (ft) 304. 45 • Element Left OB * Channel * Right OB + * Vel Head (ft) 0. 73 * Wt. n-Val. 0. 027 * w.s. Elev lft) 303. 72 * Reach Len. (ft) 2 60. 00 2 60. 00 260. 00 * Crit W.S. lft) 303. 72 * Flow Area (sq ft) 67. S4 * E.G. Slope I ft/ft) •o. 00961S * Area (sq ft) 67. S4 • Q Total (cfs) 4 64. 00 * Flow (cfs) 4 64 . 00 . Top Width (ft) 4 6. 61 * Top Width (ft) 46. 61 * Vel Total (ft/s) 6. 87 * Avg. Vel. (ft/s) 6. 87 * Max Chl Dpth (ft) l. 72 • Hydr. Depth (ft) l. 4S * Conv. Total (cfs) 4731.9 * Conv. (cfs) 4731.9 . Length wtd. (ft) 260.00 • Wetted Per. (ft) 47. 02 * Min Ch El lft) 302. 00 * Shear (lb/sq ft) 0 . 86 * Alpha l. 00 * Stream Power (lb/ft s) . s. 92 . Frctn Loss (ft) 0. S3 • Cum Volume (acre-ft) o. 42 4 .3S 0 .18 • C & E Loss (ft) 0 .17 * Cum SA (acres) 0. 59 l.S6 0. 24 * * * * + * * + + * ** *. * *** * * + •••••• * ** * * * * * *. + * * * * ++ *. * + ... + ** *. + * +• + ** * * +. * * * * *. ** + * ** + * * * * * + * * * + * * **. * Warning: The energy equati on could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less t han 0.7 or greater than 1.4. Thi s may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assuined water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there i s not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #PF 2 • E.G. Elev (ft ) • Vel Head (ft) • W.S. Elev (ft) • Crit W.S. lft) • E.G. Slope (ft/ft ) • Q Total (cfs) ' Top Width (ft) • Vel Total lft/s ) • Max Chl Dpth I ft) * Conv. Total (cfs) • Length Wtd. lftl • Min Ch El (ft) * Alpha * Frctn Loss (ft) • c & E Loss I ft) 304. 72 o. S8 304.14 303. 89 •0.006761 S4 l. 00 SS. 71 6.12 2 .14 6S79. 3 2 60. 00 302.00 l. 00 0. 47 0.12 * Element • Wt . n-Val. * Reach Len . (ft) * Flow Area {sq ft) • Area (sq ft) * Flow (cfs) • Top Width (ft) • Avg. Vel. (ft/s) • Hydr. Depth (ft) * Conv. (cfs) * Wetted Per. (ft) • Shear (lb/ sq ft) * Stream Power (lb/ft s) * Cum Volume (acre-ft) * Cum SA (acres) Left OB • 2 60. 00 O. SS 0. 69 Channel * Right OB * 0. 027 2 60. 00 88.39 88.39 S4l. 00 SS. 71 6.12 l. S9 6S79. 3 S6. 20 0 .66 4.06 4 . 82 l . 64 2 60. 00 0.22 0.27 + * + +. * * + *. + + * ... + * ** * * .. *. + + .... + * •• *. + * * + ++ + +. * * •• * •• + +. + ** + + * ..... + + * + ........ + + * + ++. + + + + * *. *. * .. + * * ... * + * Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1. 4 . This may i ndicate the need for additional cross sections. CROSS SECTION RIVER: Spring Creek REACH: Tributary A INPUT Description: RS: 825 Station Elevation Data num• Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ** * •••• * * * •••• * ••• * ***** .... *. + * * •••• * •• * •• * * * * *. * * * * + •••••• * •••• ** .. *. * •• **. * *** ** 308 317 306 398 304 408 300 440 300 447 304 461 306 485 308 Manning's n Values num~ Sta n Val Sta n Val Sta n Val ** * ** ••••• * * *** * ** •••••• ** * * * * * ** •• * *. + * •• ** * * ** .03 317 .027 461 .03 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Con tr. Expan. 317 461 260 260 260 . l . 3 CROSS SECTION OUTPUT Profile #PF l ** * ** * *** * * * * *** *** *** ** ** * ** ** * * **** ** ** ** * ••• ** •• * * * ****** * ** * * * * * •• * ** * **** ** * * * * * ** * ** ••••• * E.G. Elev (ft) 303. 74 . Element Left OB ' Channel * Right OB * * Vel Head (ft) 0.17 * Wt. n-Val. 0. 027 • w.s. Elev (ft) 303. 58 * Reach Len . (ft) 260. 00 260.00 260. 00 * Crit W.S . (ft) 301. 79 . Flow Area (sq ft) 14 l. 59 * E.G. Slope (ft/ft) • 0. 000858 • Area (sq ft) 141.59 * Q Total (cfs) 4 64. 00 . Flow (cfs) 464.00 • Top Width (ft) 47 .20 . Top Width (ft) 47.20 * Vel Total (ft/s) 3. 28 * Avg . Vel. (ft/s ) 3.28 • Max Chl Dpth (ft ) 3 .58 * Hydr. Depth (ft) 3.00 * Conv. Total (cfs) . 15843. 5 * Conv. (cfs) . 15843.5 . Length Wtd. (ft) 260. 00 * Wetted Per . (ft) 48.83 * Min Ch El (ft) 300. 00 * Shear (lb/sq ftl 0.16 • Alpha l. 00 . Stream Power (lb/ft s) . 0. Sl . Frctn Loss (ft) . Cum Volume (acre-ft) 0. 42 3. 73 0 .18 * C & E Loss (ft) . Cum SA (acres) 0. 59 l. 28 0. 24 * •• ** * *** * * * * * ***'* ** * * **** *** * ** ****** * * *** ** ** * * ** * * * **** *** ** *** ..... * ** * ** ** ***'* * .......... ** *. * •• CROSS SECTION OUTPUT Profile #PF 2 * ****. * •• * ......... ** * ........... ** ••• ** ** ........... * * ** .......... * *****•* ** *** .... * * ••• * **** * •• * ............. * * * E.G. Elev (ft) 304 .13 * Element Left OB * Channel * Right OB * * Vel Head (ft) 0 .18 * Wt. n-Val. 0. 027 * w.s. Elev (ft) 303. 96 * Reach Len. (ft) 260. 00 260. 00 260. 00 • Crit W.S. (ft) 301. 97 . Flow Area (sq ft ) 159. 83 * E.G. Slope I ft/ft I *O. 000817 • Area (sq ft) 159. 83 • Q Total (cfs) 541. 00 * Flow (cfs) 541.00 • Top Width (ft) 48.81 . Top Width (ft) 48.81 * Vel Total (ft/s) 3 . 38 * Avg. Vel. lft/s ) 3.38 • Max Chl Dpth (ft) 3. 96 * Hydr. Depth (ft) 3.27 • Conv. Total (cfs) . 18929. 9 * Conv. lcfs) . 18929.9 • Length Wtd. (ft) 260. 00 . Wetted Per. (ft) so . 62 * Min Ch El I ft! 300. 00 . Shear (lb/sq ft) 0 .16 • Alpha l.00 . Stream Power (lb/ft S) . 0.54 . Frctn Loss (ft) . Cum Vo lume (acre-ft) 0.55 4.08 0.22 * C & E Loss (ft) * Cum SA (acres) 0.69 l.33 0.27 ••••• * ••• +. * ••••• *** ... * * * * •• ** ••• * * * ***. ** *** •• * ••• * **** * * * ** * * * ** **** * *. * **. * * * ** * * ......... *** * * CULVERT RIVER: Spring Creek REACH: Tributary A INPUT Description: RS: 750 Distance from Upstream XS • 35 Deck/Roadway Width 124 Weir Coefficient 2. 6 Upstream Deck/Roadway Coordinates num= 8 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 308 308 317 308 306 408 308 300 440 308 300 461 308 306 485 308 308 Upstream Bridge Cross Section Data Station Elevation Data num• Sta Elev Sta Elev Sta Elev 308 317 306 398 304 447 304 461 306 485 308 Manning's n Values num• Sta n Val Sta n Val Sta n Val .................................. ** + •••••••••••• .03 317 . 027 461 .03 Bank Sta: Left Right Coe ff Contr. Expan. 317 461 . l . 3 Sta Hi Cord Lo Cord 398 308 304 447 308 304 Sta Elev Sta Elev 408 300 440 300 Downstream Deck/Roadway Coordinates nurn= 11 s ta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord * *** .... + ++ + + + ++ * * ...... * ++++ ............... + ++ * * * * * * ** +. +•. ****. ** * * * ** + + ++ * +•. + ++ + * 0 308 306 87 308 304 123 308 302 136 308 300 140 308 299 186 308 299 192 308 300 201 308 302 212 308 304 237 308 306 262 308 308 Downstream Bridge Cross Section Data Station Elevation Data nwn-11 Sta Elev Sta Elev Sta Elev Sta Elev Sta 306 87 304 123 302 136 300 140 186 299 192 300 201 302 212 304 237 262 308 Manning's n Values num= Sta n Val Sta n Val Sta n Val • *** * ** * * * * * * •• *. ** * * * ***** *** ••••• * *** * * ** * * ** • .03 87 .027 212 . 03 Bank Sta: Left Right Coe ff Contr. Expan. 87 212 . l .3 Upstream Embankment side slope horiz.. to 1. 0 vertical Downstream Embankment side slope 0 horiz.. to 1. 0 vertical Maximum allowable submergence for weir flow -. 95 Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design Weir crest shape Broad Crested Number of Culverts = Culvert Name Shape Rise Span Culvert ftl Box 6 9 FHWA Chart # 8 -flared wingwalls FHWA Scale # l -Wingwall flared 30 to 75 deg. Solution Criteria = Highest U.S. EG Elev 299 306 Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 35 136 .013 .013 0 .5 l Number of Barrels IE Upstream Elevation • 300 Centerline Stations Sta. Sta. Sta. 414 424 434 Downstream Elevation = 299 Centerline Stations Sta. Sta. Sta. 151 163 175 CULVERT OUTPUT Profile #PF Culv Group: Culvert #1 •• * ** ••• ** * * * * * ••••••••• * ** •• + **** * * **""** * •• * *** * •••••• * ***** ••** * **** * ** * Q Cul v Group (cfs) 464.00 • Culv Full Len (ft) * # Barrels 3 * Culv Vel US (ft/s) 5. 79 * Q Barrel (cfsl 154. 67 * Culv Vel OS (ft /s) 4.18 * E.G. us. (ft) 303.75 * Culv Inv El Up (ft) 300. 00 * W.S. us. (f t) 303. 58 * Culv Inv El On (ft ) 299. 00 * E.G. OS (ft) 303 .16 * Cul v Frctn Ls (ft) 0 .10 * w.s. DS (ft) 303 .12 • Cul v Exit Loss (ft) 0.23 * Delta EG (ft) 0.59 * Cul v Entr Loss (ft) 0.26 * Delta WS (ft) 0. 46 • Q Weir (cfs) * E.G. IC (ft) 303. 30 • Weir Sta Lft (ft) * E.G. QC (ft) 303. 7 5 • Weir Sta Rgt (ft) * Culvert Control Outlet * Weir Submerg * Culv WS Inlet (ft) 302. 97 * Weir Max Depth (ft) * Cul v ws outlet (ft) 303 .12 * Weir Avg Depth (ft) * Cul v Nml Depth (ft) 1.58 * Weir Flow Area (sq ft) . . Cul v Crt Depth (ft) 2 .09 • Min El Weir Flow (ft) 308. 01 * * ** * ** *** ***. ** .... ** * * * + + * * •• * * •• **** + + ** + *** + + + ..... + *** * *** *****. ****** CULVERT OUTPUT Profile fiPF 2 Culv Group: Culvert #1 •• *. * ++ ••• *** ** * ** * * ••• +. *. **** * ++ ••••• ** *** + •••••• *. * •• ** * + * * ••• *. * *** *. * Q Cul v Group (cfs) 541. 00 * Cul v Full Len (ft) * # Barrels 3 * Culv Vel US ( ft/s) 6.15 • Q Barrel (cfsl l 80. 33 * Culv Vel OS (ft /s) 4. 54 * E.G. us. (ft) 304 .14 * Culv Inv El Up (ft) 300. 00 * w.s. us. (ft) 303. 96 * Culv Inv El On (ft) 299. 00 * E.G. DS (ft) 303. 4 6 * Culv Frctn Ls (ft) 0. ll * W.S. DS (ft) 303. 42 • Culv Exit Loss (ft) 0.27 . Del ta EG (ft) 0. 68 * Cul v En tr Loss (ft) 0.29 . Del ta WS (ft) 0. 54 . Q Weir (cfsl * E.G. IC (ft) 303. 67 * Weir Sta Lft (ft) * E.G. QC (ft) 304 .14 * Weir Sta Rgt (ft) . Culvert Control Outlet * Weir Submerg * Culv ws Inlet (ft) 303. 26 * Weir Max Depth (ft) . Culv WS Outlet (ft ) 303. 42 * Weir Avg Depth (ft) * Culv Nml Depth (ft) l. 75 * Weir Flow Area (sq ft) . * Culv Crt Depth (ft) 2. 32 • Min El Weir Flow (ft) 308. Ol .. * *. * .... * + ..... ++ + ** *** * + .. + ..... * + ++ .... + + + * * * + .. * * + * ..... **** * + *. + .... * * + + ..... * + •• * ... CROSS SECTION Downstream Deck/Roadway Coordinates num-11 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord * ** * * * + * * *. * * * * * * + * + * ** * ** + * * * *. ++ *. * + .... *. * * * •• *• * + * * + + * ** + + * * * * +. + * ++ * * 0 308 306 87 308 304 123 308 302 136 308 300 HO 308 299 186 308 299 192 308 300 201 308 302 212 308 304 237 308 306 262 308 308 Downstream Bridge Cross Section Data Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev + ** * ++ * ** * * * ** * ** * + * * * * * **. * * ** * * * +++ * * * * * + * * * *. *. * ++ * * * ... * + + * * * •• +. * * * **. + + + •• * 306 87 304 123 302 136 300 HO 186 299 192 300 201 302 212 304 237 262 308 Manning's n Values num~ Sta n Val Sta n Val Sta n Val *** ** + + * * * ** * * + + '* * * * * * * * * * * * ** **. + * *. + ** *. * * * •* * .03 87 • 027 212 .03 Bank Sta: Left Right Coe ff Con tr. Expan. 87 212 .1 . 3 Upstream Embankment side slope 0 horiz. to 1. O vertical Downstream Embanlanent side slope O horiz. to 1. O vertical Maximum allowable submergence for weir flow '"" . 95 Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design Weir crest shape Broad Crested N~er of Culverts • Culvert Name Shape Rise Span Culvert #1 Box 6 9 FHWA Chart # 8 -flared winqwalls FHWA Scale # 1 -Wingwall flared 30 to 75 deg. Solution Criteria • Highest U.S. EG 299 306 Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 35 136 .013 .013 0 .5 l Number of Barrels '"" Upstream Centerline Sta. 4H Elevation = 300 Stations Sta. Sta. 424 434 Downstream Elevation '"" 299 Centerline Stations Sta. Sta. Sta. 151 163 175 CULVERT OUTPUT Profile UF * Q Cul v Group (cfs) . j Barrels * Q Barrel (cfs) * E.G. us. (ft) * W.S. us. (ft) * E.G. DS (ft) * w.s . DS (ft) * Delta EG (ft) . Delta WS (ft) * E.G. IC (ft) * E.G. oc (ft) * Culvert Control + Culv WS Inlet (ft ) * Culv WS Outlet (ft) * Cul v Nml Depth (ft) . Cul v Crt Depth (ft) Cul v Group: Culvert # 1 4 64. 00 * Cul v Full Len (ft) 3 * Culv Vel US (ft/s ) 5. 79 154.67 * Culv Vel DS lft/s ) 4.18 303.75 * Culv Inv El Up (ft) 300. 00 303. 58 * Culv Inv El On (ft) 299.00 303 .16 * Cul v Frctn Ls (ft ) 0 .10 303.12 * Culv Exit Loss (ft) 0.23 0. 59 * Cul v En tr Loss (ft) 0.26 o. 46 * Q Weir (cfs) 303.30 * Weir Sta Lft (ft) 303. 75 • Weir Sta Rqt (ft) outlet * Weir Submerg 302 . 97 * Weir Max Depth (ft) 303 .12 * Weir Avg Depth (ft) 1. SB * Weir Flow Area (sq ft) . 2. 09 * Min El Weir Flow (ft) 308. 01 * * ** * *. * * * ** * * * * * ** ** •• * +* + * * + + * + ** * * * * *. + * ... * * * +• + + * + * * * •• * * * * * *. * * •• * * * CULVERT OUTPUT Profile #PF 2 Culv Group: Culvert #1 * * * * * +. * * * *. * ++ * ** * * * * *. * •• * *. * •• *. * ++ * .. * •••• * * + + ++ * * * + * *. * *. +. *. + ** * * ++. . Q Culv Group lcfs) 541. 00 * Cul v Full Len (ft) . f Barrels 3 * Culv Vel US (ft/s) 6.15 . 0 Barrel lcfs) 180.33 * Culv Vel OS (ft/s) 4. 54 + E.G. us . (ft) 304 .14 * Culv Inv El Up (ft) 300. 00 . w. s. us . (ft) 303.96 * Culv Inv El Dn (ft) 299. 00 * E.G. DS (ft) 303. 4 6 * Cul v Frctn Ls (ft) 0.11 * W.S . DS (ft) 303. 42 * Culv Exit Loss (ft) 0. 27 . Delta EG (ft) 0. 68 • Cul v Entr Loss (ft) 0.29 . Delta WS (ft) 0. 54 + Q Weir (cfs) . E.G. IC (ft) 303. 67 * Wei r Sta Lft (ft) * E.G. oc (ft) 304 .14 * Weir Sta Rgt (ft) . Culvert Control Outlet * Weir Submerg + Culv WS Inlet (ft) 303.26 * Weir Max Depth (ft) . Culv WS Outlet (ft) 303 . 42 * Weir Avg Depth (ft) . Culv Nml Depth (ft) 1. 75 * Weir Flow Area lsq ft) . * Culv Crt Depth (f t) 2. 32 * Min El Weir Flow (ft) 308. 01 * +++ ***'* ** **** •++++ ••* +++•+ +++ '* ••+ + **'* * * +++••• * ++++ ++ + '* '** ................ **'* •• CROSS SECTION RIVER: Spring Creek REACH: Tributary A INPUT Description: RS: 663 Station Elevation Data num= Sta Elev Sta Elev 11 Sta Elev Sta Elev Sta Elev * + •••• + * * + * * * + * * + + *** * + + * * ** * *** ... *** + +++ ++ **. + * •• *. * * * * + + ++ + + *. + + * + * *. * + + + ++"' + * 306 87 304 123 302 136 300 140 299 186 299 192 300 201 302 212 304 237 306 262 308 Manning's n Values num• Sta n Val Sta n Val Sta n Val +• * + ++. * * * * * .... ** ++ + + + * ** ++ * * * * * ** + * ** + ** ** * **. ** .03 87 .027 212 .03 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 87 212 170 170 170 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 + ++++• ++ * * +++. ++. * +. + * +++ * ***. * * * ++• * * * * * ++++ **** *. *. *. ** * * ** ... * * ** +++ * * * * * + +. **** * •••• ** ... + * * ** * E.G . Elev I ft) 303 .16 * Element Left OB • Channel * Right OB * * Vel Head (ft) 0. 04 * Wt. n-Val. 0. 027 * w. s. Elev (ft) 303 .12 * Reach Len. I ft) 170. 00 170. 00 170. 00 * Crit W.S. I ft) . Flow Area (sq ft) 286. 59 * E.G. Slope (ft/ft) •o. 000221 • Area (sq ft) 286.59 * Q Total (cfs) 4 64. 00 . Flow (cfs ) 4 64. 00 . Top Width I ft) 104.20 . Top Width (ft) 104. 20 * Vel Total I ft/s) 1. 62 * Avg. Vel. I ft/s) 1. 62 • Max Chl Dpth (ft) 4 .12 . Hydr. Depth (ft) 2. 75 * Conv. Total (cfs) . 30820 .1 * Conv. (cfs) . 30820.1 • Length Wtd. (ft ) 1 70. 00 * Wetted Per. (ft) 104. 91 * Min Ch El (ft) 299. 00 . Shear (lb/sq ft) 0. 04 • Alpha 1. 00 . Stream Power (lb/ft s) . 0. 06 . Frctn Loss (ft) 0. 04 • Cum Volume (acre-ft) 0. 42 2.45 0.18 • c & E Loss (ft) 0. 00 * Cum SA (acres) 0. 59 0. 83 0. 24 CROSS SECTION OUTPUT Profile #PF 2 * •••••••••• *** ****. * * * •• * **** * **** * * *** ******* * ** ** * * * *** * ** * ** * **** •• * * * * * * **** ...... * * * * * •••• *. * E.G. Elev I ft) 303. 4 6 * Element Left OB * Channel * Right OB * * Vel Head (ft) 0. 04 * Wt. n-Val. 0. 027 * w.s. Elev I ft) 303. 42 * Reach Len. (ft) 170. 00 170. 00 170. 00 * Crit W.S. I ft) . Flow Area (sq ft) 319. 08 * E.G. Slope (ft/ft) *0.000235 * Area (sq ft) 319. 08 . Q Total lcfs) 541. 00 . Flow (cfs) 541. 00 • Top Width (ft) 111. 29 . Top Width (ft) 111. 29 * Vel Total (ft/s) 1. 70 • Avg. Vel. I ft/s ) 1. 70 • Max Chl Dpth (ft) 4. 42 . Hydr. Depth (ft) 2. 87 • Conv. Total (cfs) . 35281. 9 . Conv. (cfs) 35281. 9 * Length Wtd. (ft) 170. 00 * Wetted Per. (ft) 112. 04 • Min Ch El (ft) 299.00 . Shear (lb/sq ft) 0. 04 * Alpha 1. 00 . Stream Power (lb/ft s) . 0. 07 . Frctn Loss (ft) 0. 04 * Cum Volume (acre-ft) 0. 55 2.65 0 . 22 * c & E Loss (ft) 0. 00 * Cum SA (acres) 0.69 0. 85 0 .27 * * * ** *** * * ......... + * * *. ** •••••••••• ** ........ ** * ••• * ••• *. * ............ ** * ••• ** * *. * * ••••••• * *. ** ••• * CROSS SECTION RIVER: Spring Creek REACH: Tributary A INPUT Description: RS: 492 Station Elevation Data num= Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev * * * * * * ** * + ** * * * * •• ** * * * * * * ••••• **. * •• * •••••••••••• + .... + *** ••• * .... * •• * ••• + ** * ** .... 306 41 304 104 302 113 300 118 298. 5 158 298. 5 163 300 178 304 200 310 Manning's n Values num• Sta n Val Sta n Val Sta n Val *'* ••• * ** * * ** * •• * * ** * * **'*. * •••• **** * * ••••• * •••• * * .03 104 .027 178 .03 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 104 178 240 240 240 .1 . 3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 303 .12 Element Left OB * Channel * Vel Head (ft) 0. 05 * Wt. n-Val. 0. 030 0. 027 * w.s. Elev (ft) 303. 07 * Reach Len. (ft) 240.00 240.00 * Crit W.S. (ft) Flow Area (sq ft) 18.11 257.46 * E.G. Slope I ft/ ft l •0.000100 • Area (sq ft) 18 .11 257.46 * 0 Total (cfs) 4 64. 00 Flow lcfs) 8.11 4 55. 89 . Top Width (ft) 104. 29 Top Width (ft) 33 . 77 70. 52 * Vel Total I ft/s ) 1. 68 * Avg. Vel. lft/s) 0. 45 1. 77 • Max Chl Dpth I ftl 4. 57 Hydr. Depth I ft) 0. 54 3.65 . Conv. Total (cfs) 33851 .9 Conv. lcfs) 591. 6 33260. 3 • Length Wtd. (ft) 24 0. 00 • Wetted Per. (ft) 33 .79 71. 58 + Min Ch El (ft ) 298. 50 Shear (lb/sq ft) 0. 01 0 . 04 • Alpha 1. 09 Stream Power I lb/ft s) 0. 00 0 . 07 Right OB • 240. 00 • Frctn Loss (ft) 0.13 •Cum Volume (acre-ft) 0.39 1.39 0.18 • C & E Loss (ft) 0.07 •Cum SA (acres) 0 .52 0.49 0.24 **** ++. + + ++ * * + + +. +. * * ** + + ++ +++• + ** + * ++ + * ** + * + ... + +. + .... + .... + + ** +. + .... + +++++ * ** ••• * +++ + ....... ++ + + •• + + Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) i s less than 0. 7 or greater than 1. 4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF ••• +++ * + + + ** + ++ ++ + * * + * ++++ ++ + +++ ..... + + ........ **. **. *** •• * + •• * ••• ***. + * +. * * •••• + ** ++ +++ +. +++ +"' •• * * E.G. Elev (ft) 303. 42 * Element Left OB * Channel * Right OB • Vel Head (ft) 0. 05 * Wt . n-Val . 0 . 030 0. 027 * w. s. Elev (ft) 303. 37 * Reach Len. (ft) 24 0. 00 240.00 240. 00 * Cri t W.S. (ft ) . Flow Area (sq ft) 29.58 278.65 "' E.G. Slope (ft/ft) •o. 000196 • Area (sq ft) 29.58 278.65 • Q Total (cfs) 541. 00 . Flow (cfs) 15. 92 525. 08 • Top Width (ft) 114. 80 . Top Width (ft) 43.17 71. 64 * Vel Total (ft/s) 1. 76 * Avg. Vel. (ft/s) 0. 54 1. 88 • Max Chl Dpth (ft) 4. 87 * Hydr. Depth (ft) 0.69 3. 89 . Conv. Total (cfs) . 38682. 2 * Conv. (cfs) 1138.1 . 37544.1 • Length Wtd. (ft) 240. 00 . Wetted Per. (ft) 43.19 72. 74 • Min Ch El (ft) 298. 50 * Shear (lb/sq ft) 0. 01 0. 05 • Alpha 1.12 * Stream Power (lb/ft s) . 0. 00 0. 09 . Frctn Loss (ft) 0 .14 * Cum Volume (acre-ft) 0. 50 1. 48 0. 22 * C & E Loss (ft) 0. 09 * Cum SA (acres) 0. 60 0 . 49 0. 27 *******• ** * * * * * * * * **** ******* * * * •• ,,, ** * *** * * * * * * * * * ..... *. *** * * *. * ** * * * * ** *** * ** * ** ** * ** * ****** * •• Warning: The velocity head has changed by more than 0.5 ft (0.15 ml . This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1. 4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Spring Creek REACH: Tributary A INPUT Description: RS: 252 Station Elevation Data num"" Sta Elev Sta Elev 304 33 302 49 300 66 302 Manning's n Values num= Sta n Val Sta n Val Sta Elev 38 300 110 304 Sta n Val * ** **** * * * ** * +. **** * * *** *** * ** * *** * * * * *** *** * ** * .03 33 .027 66 .03 Bank Sta: Left Right Lengths: Left Channel 33 66 250 250 CROSS SECTION OUTPUT Profile #PF 1 Sta Elev Sta Elev 41 298 47 298 Right Coe ff Con tr. Expan. 250 . l . 3 *** * * * *** * * * * * * * * * * ** **** * ** ***** * * *** * * * * * ++ ** ••• *** ** ••••• * + •••• ***"' •••• + ++ **** * *** ** ** ** * * * * . E.G. Elev (ft) 302. 91 . Element Left OB . Channel . Right OB . * Vel Head (ft) 0. 79 . Wt. n-Val. 0. 030 0. 027 0. 030 . w.s. Elev (ft) 302 .12 . Reach Len. (ft) 250. 00 250. 00 250. 00 . Crit W.S. (ft) 301. 97 . Flow Area (sq ft) 0 .12 64. 98 0.16 . E.G. Slope (ft/ft) '0.007355 . Area (sq ft) 0 .12 64. 98 0.16 . Q Total (cfs) 4 64. 00 . Flow Ccfs) 0. 08 4 63. 82 0.10 . Top Width (ft) 37. 64 . Top Width (ft) 1. 99 33.00 2.65 * Vel Total (ft/s) 7 .11 . Avg. Vel. (ft/s) 0. 65 7 .14 0. 65 * Max Chl Dpth (ft) 4 .12 . Hydr. Depth (ft) 0. 06 1. 97 0. 06 . Conv. Total (cfs) 5410.4 . Conv. (cfs) 0. 9 5408. 2 1.2 . Length Wtd. (ft) 250. 00 . Wetted Per. (ft) 1. 99 34. 94 2.65 • Min Ch El (ft) 298. 00 . Shear (lb/sq ft) 0.03 0 . 85 0. 03 * Alpha 1. 01 . Stream Power (lb/ft s) 0.02 6 .10 0. 02 . Frctn Loss (ft) 0. 98 . Cum Volume (acre-ft) 0. 34 0.50 0 .18 . c & E Loss (ft) 0. 20 . Cum SA (acres) 0. 42 0 . 21 0. 23 ** * **. * * ** * * * * * *. * *** *** *** * * * * * * ***** * * * ** * ** * ** ** * * ** ** + **** * ** *. * ** **** * **. *** * *** * * * ** * * **. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1. 4. This may indicate t he need for additional cross sections. Warning: The energy loss was greater than 1. O ft ( 0. 3 m) . between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 * E.G. Elev (ft) 303 .19 . Element Left OB • Channel • Right OB • • Vel Head (ft) 0. 98 . Wt. n-Val. 0.030 0. 027 0. 030 * W.S. Elev (ft) 302. 21 * Reach Len. (ft) 250. 00 250. 00 250. 00 • Cri t W.S. (ft) 302. 21 . Flow Area (sq ft) 0. 38 68 . 09 0. 51 * ·E.G. Slope (ft /ft ) •0 .008531 * Area (sq ft) 0. 38 68. 09 0. 51 . Q Total (cfs) 541. 00 . Flow Ccfs) 0. 39 54 0. 08 o . 53 . Top Width (ft) 41. 28 . Top Width (ft) 3. 55 33. 00 4.73 • Vel Total (ft/s ) 7.84 • Avg. Vel. (ft/s) 1. 03 7 .93 1. 03 • Max Chl Dpth (ft) 4 .21 . Hydr . Depth (ft) 0 .11 2.06 0.11 . Conv. Total Ccfsl 5857. 2 * Conv . Ccfs) 4.3 584 7. 2 5. 7 . Length Wtd. (ft) 250 .00 • Wetted Per. (ft) 3.55 34 . 94 4.73 * Min Ch El (ft) 298. 00 . Shear (lb/sq ft ) 0 .06 1. 04 0. 06 * Frctn Loss (ft l • C & E Loss (ft l 0.13 • CumVolwne (acre-ft) 0.07 • Cum SA (acres) 0. 39 0. 52 1. 39 0.49 0 .18 0. 24 • * ••• * •• * •• +. + •••• + *. + * *. * *. * *. * **. * * + *. * * + * * .. * *. * •• + +. + •• * * * + *. * + * * * •••• * *. * * *. *. * *. *. * * + + * ••• Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF * + * * * * *. * ... * * * ••• * * •••••• * •••• * •• * * •• + *. *. * + •• +. * + + ""* + •• +. * + •• + + + + •• '***. + + •• ** *. * * * ** *. * •• * * ** * * • E.G. Elev (ft) 303. 42 . Element Left OB * Channel * Right OB * * Vel Head (ft) 0. 05 • Wt. n-Val. 0.030 0. 027 * W.S. Elev (ft) 303. 37 . Reach Len. (ft) 240.00 24 0. 00 240. 00 * Crit W.S. I ft) . Flow .Area (sq ft) 29. 58 278. 65 * E.G. Slope (ft/ft) •0.000196 * .Area (sq ft) 29. 58 278. 65 • Q Total (cfs) 541. 00 . Flow (cfs) 15. 92 525. 08 • Top Width (ft) 114. 80 . Top Width (ft) 43 .17 71. 64 • Vel Total (ft/s ) 1. 76 * Avg. Vel . (ft/s ) 0.54 1. 88 • Max Chl Dpth (ft) 4. 87 • Hydr. Depth (ft) 0 . 69 3.89 * Conv. Total (cfs) . 38682.2 • Conv. (cfs) 1138. l . 37544.1 • Length Wtd . (ft) 240.00 • Wetted Per. (ft) 43.19 72. 74 • Min Ch El (ft) 298. 50 . Shear (lb/sq ft) 0. 01 0. 05 • Alpha 1.12 . Stream Power (lb/ft s) . 0.00 0. 09 * Frctn Loss (ft) 0.14 • Cum Volume (acre-ft ) 0.50 1. 48 0.22 • c & E Loss (ft) 0 .09 • Cum SA (acres) 0. 60 0. 49 0.27 Warning: The velocity head has changed by more than 0.5 ft (0 .15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than O. 7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER : Spring Creek REACH: Tributary A INPUT Description: RS : 252 Station Elevation Data num"" Sta Elev Sta Elev 0 304 33 302 49 300 66 302 Manning's n Values num= Sta n Val Sta n Val Sta Elev 38 300 110 304 Sta n Val * + * * * * •• + •• + * *. * + + + * * •• * ..... * + * * * ** * * * * * + * + * * * * * .03 33 . 027 66 .03 Bank Sta: Left Right Lengths: Left Channel 33 66 250 250 CROSS SECTION OUTPUT Profile *PF 1 Sta Elev Sta Elev 41 298 47 298 Right Coe ff Contr. Expan. 250 .1 . 3 * ...... *. ** + * *. * * •• * * * * *. * * * .. + + + * *. * + * * * + ...... * ••• * * ... *** .... * + .. ** •• * ...... ** * .. *. * * * * * * * * •••• * * * ..... * * * E.G. Elev (ft) 302. 91 * Element Left OB "' Channel * Right OB * * Vel Bead (ft) o. 79 * Wt. n-Val. 0. 030 0. 027 0. 030 "' W.S. Elev (ft) 302 .12 * Reach Len. (ft) 250. 00 250. 00 250 . 00 * Crit W.S. (ft) 301 . 97 . Flow Area (sq ft) 0.12 64 . 98 0 .16 * E.G. Slope (ft/ft) •o. 007355 • .Area (sq ft) 0.12 64. 98 0.16 * Q Total (cfs) 4 64 . 00 . Flow (cfs) 0. 08 4 63. 82 0.10 * Top Width (ft) 37. 64 . Top Width (ft) 1.99 33.00 2. 65 * Vel Total (ft/s) 7 .11 + Avg. Vel. (ft/s ) 0. 65 7.14 0.65 * Max Chl Dpth (ft ) 4 .12 . Hydr . Depth (ft) 0. 06 1. 97 0. 06 • Conv. Total (cfs) 5410.4 . Conv. lcfsl 0. 9 5408.2 1.2 • Length Wtd. (ft) 250. 00 • Wetted Per . (ft) 1. 99 34. 94 2. 65 * Min Ch El (ft) 298. 00 . Shear (lb/sq ft) 0 .03 0. 85 0. 03 • Alpha 1. 01 * Stream Power (lb/ft s) . 0.02 6 .10 0. 02 * Frctn Loss (ft) 0. 98 • Cum Volume (acre-ft) 0. 34 0.50 0 .18 * c & E Loss (ft) 0. 20 * Cum SA (acres) 0. 42 0.21 0.23 * * * **. * * * •• * .. * ** * * ... * .... ** ..... * + *. * *. * * + + * + * * .... ** * + * * * + •• * ..... * •••• * + *. * * *. * ** ** * + * * * * * .... + *. * * ... * * * .. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 * E.G. Elev (ft) 303 .19 . Element Left OB * Channel + Right OB • * Vel Head (ft) 0. 98 • Wt. n-Val. 0 . 030 0. 027 0. 030 * w. s. Elev (ft) 302. 21 * Reach Len. (ft) 250. 00 250. 00 250.00 + Cri t W. S . (ft) 302. 21 . Flow Area (sq ft) 0.38 68. 09 0 . 51 + ·E.G. Slope (ft/ft) •o. 008531 * Area (sq ft) 0.38 68.09 0. 51 • Q Total (cfs) 541. 00 . Flow (cfs) 0. 39 54 0 . 08 0. 53 * Top Width (ft) 41. 28 * Top Width (ft) 3.55 33 .00 4. 73 * Vel Total (ft/s) 7.84 * Avg. Vel. I ft/s I 1.03 7.93 1. 03 • Max Chl Dpth (ft) 4 .21 * Hydr. Depth (ft) 0 .11 2.06 0.11 • Conv. Total (cfs) 5857. 2 • Conv. (cfs) 4. 3 5847.2 5. 7 . Length Wtd. (ft) 250. 00 + Wetted Per. (ft) 3.55 34. 94 4. 73 * Min Ch El (ft) 298 . 00 . Shear (lb/sq ft) 0. 06 1. 04 0. 06 *Alpha 1.02 •Stream Power (lb/ft s ) * 0.06 8.23 0.06 • Frctn Loss (ft) 1.01 • Cum Volume (acre-ft) 0.41 0.53 0.22 • C & E Loss (ft) 0.26 •Cum SA (acres) 0 .47 0.21 0.26 ••• *. * + * + .... *,.. ...... * + * + * •••••• ,.. * ** * + •• + + ** ... + ...... * **""* * ** *. * *. * * ••• +••. ** + + * * ** * ... * * * * * ........... + * ++ ...... . Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The velocity head has changed by more than 0 .5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than O. 7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1. 0 ft ( 0. 3 m) . between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Spring Creek REACH: Tributary A INPUT Description: RS: 0 Station Elevation Data num• Sta Elev Sta El ev 0 302 181 300 316 302 Manning's n Values nurn- Sta n Val Sta n Val Sta Elev Sta 205 298 213 Sta n Val .. *** * * * * * * *** * * *** * * * * * * * * * * * * * ***** *** * * * ** ** * * .06 181 .045 220 .06 Bank Sta: Left Right Lengths: Left Channel Right 181 220 100 100 100 CROSS SECTION OUTPUT Profile #PF l * E.G. Elev (ft) 301.73 * Element * Vel Head (ft) 0.12 * Wt. n-Val. * W.S. Elev (ft) 301. 61 * Reach Len. (ft) * Crit W.S. (ft) . Flow Area (sq ft) * E.G. Slope (ft/ft) •o. 002614 * Area lsq ft) * Q Total (cfs) 566. 00 . Flow (cfsl . Top Width (ft) 262. 50 * Top Width (ft) * Vel Total (ft/s) l. 95 * Avg. Vel. (ft/s) • Max Chl Dpth (ft ) 3. 61 * Hydr. Depth (ft) * Conv. Total (cfsl . 11069. 7 * Conv. (cfsl * Length Wtd. I ft! 0.00 * Wetted Per. (ft) * Min Ch El (ft) 298. 00 . Shear (lb/sq ft) * Alpha 2.03 . Stream Power (lb/ft S) . Frctn Loss lft I 0.00 * Cum Vo lume (acre-ft) . c & E Loss (ft) 0. 00 * Cum SA (acres) Elev Sta Elev 298 220 300 Coe ff Contr. Expan . .1 . 3 Left OB * Channel * Right OB * 0. 060 0. 045 0 . 060 0 . 00 0. 00 0.00 117. 84 l 09. 94 62. 50 117. 84 l 09. 94 62.50 129. 32 368 .10 68. 58 14 6. 04 39. 00 77 .46 1.10 3. 35 1.10 0 . 81 2.82 0. 81 2529. 2 7199.2 1341.3 146. 05 39. 36 77. 48 0.13 0. 46 0.13 . 0.14 l. 53 0.14 + * * * **** ** *** * * * * * * * * * * ** **** ... ** * ** * * *** * ...... * ** * **** * * ** * * ** * *** •• * ** * ** ** * ,..,.. * ••• + * ** ••• * * * *. CROSS SECTION OUTPUT Profile #PF 2 * ** * * * * *** ** * ..... ** **** *. * * * * ** **. * ** * *** *** * ••••• * * * ** * ** * * *** * * *** * * * * * **** ••• *** ** * * * * ** * *. * * . E.G. Elev (f t) 301. 90 * Element Left OB * Channel • Right OB • * Vel Head (ft) 0.12 * Wt. n-Val. 0. 060 0. 045 0. 060 * w.s. Elev (ft) 301. 78 * Reach Len. (ft) 0. 00 o. 00 0. 00 . Crit W.S . I ft I . Flow Area (sq f t ) 143 .58 116. 47 76.15 . E.G. Slope (ft/ft) •o. 002568 * Area (sq ft) 143 .58 116. 47 76 .15 Q Total (cfsl 657. 00 . Flow (cfsl 166 . 81 401. 72 88. 47 . Top Width (ft ) 285. 71 . Top Width (ft) 161.21 39. 00 85. 50 * Vel Total (ft/s) l. 95 * Avg. Vel. I ft/s) 1.16 3. 45 1.16 ' Max Chl Dpth (ft) 3. 78 • Hydr. Depth (ft) 0.89 2 .99 0. 89 * Conv. Total (cfsl . 12963. 7 * Conv. lcfs) 3291. s 7926. 6 1745.6 * Length Wtd. (ft) 0 . 00 * Wetted Per. (ft) 161. 22 39. 36 85.52 * Min Ch El (ft) 298 .00 . Shear (lb/sq ft) 0 .14 0. 47 0 .14 • Alpha 2. 04 * Stream Power (lb/ft s) . 0.17 1. 64 0.17 . Frctn Loss (ft) 0. 00 • Cum Volume (acre-ft) . C & E Loss (ft) 0 . 00 * Cum SA (acres) * * * * *** * •• * * * * * + *. * *. ** *. * * ** * .... * ** * ** .... ** ..... * * * * * * * * *. * * ** ** ** * *** ** * * * * * * * *. * *** •• * ... * ***** * * * CROSS SECTION RIVER: Spring Creek REACH : Tributary B INPUT Description: RS : 2464 Station Elevation Data num= Sta Elev Sta Elev 326 43 324 207 320 211 321 Manning's n Values nurn= Sta n Val Sta n Val 10 Sta Elev 192 322 212 322 Sta n Val * ........................... +•• ...... * * ..................... *. ++ "***** Sta Elev Sta Elev 202 321 206 320 297 323 340 324 .06 Bank Sta: Left 192 192 Right 212 . 045 212 .06 Lengths: Left Channel 1850 1850 CROSS SECTION OUTPUT Prof ile #PF Right 1850 Coe ff Con tr. . l Expan. • 3 **********••··········••-+••··················································· ... ··········••+••• * E.G. Elev (ft) 322. 70 * Element Left OB * Channel • Right OB • * Vel Head (ft) 0. 06 * Wt. n-Val. 0. 060 0. 045 0. 060 * w.s. Elev (ft) 322. 65 * Reach Len. (ft) . 1850.00 . 1850.00 . 1850.00 • Crit W.S. (ft) 321. 82 . Flow Area (sq ft ) 15. 53 32. 41 17. 72 * E.G. Slope (ft/ft) •0.002312 * Area (sq ft ) 15.53 32. 41 17. 72 • Q Total (cfs) 88. 00 * Flow (cfs) 8. 70 69. 37 9. 93 * Top Width (ft) 122. 99 . Top Width (ft ) 48.10 20. 00 54. 88 * Vel Total (ft/s) l. 34 * Avg. Vel. ( ft/s) 0. 56 2 .14 0. 56 * Max Chl Dpth (ft) 2. 65 . Hydr. Depth (ft) 0. 32 l. 62 0. 32 • Conv. Total (cfs) 1830. 3 . Conv. (Cfs) 181. 0 1442. 8 206.5 • Length Wtd. (f t) * 1850.00 . Wetted Per. (ft) 48.11 20. 71 54.89 * Min Ch El (ft) 320.00 . Shear (lb/sq ft) 0. 05 o. 23 o. 05 * Alpha 2. 05 * Stream Power (lb/ ft s) . 0. 03 0. 48 0 . 03 * Frctn Loss (ft) 6. 49 * Cum Volume (acre-ft) 2.55 5. 89 0. 93 * c & E Loss (ft) 0. 00 * Cum SA (acres) 4. 52 4.28 l. 81 ................................................................................................ Warning: The energy loss was greater than 1. 0 ft ( 0. 3 ml . between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 **. ** *** * *. **. * **. ******* ...... * ... * •••• ** * ** **** ....... * * * ............ * ............ * ............. ** * * ..... ** ** * * E.G. Elev (ft) 322. 79 * Element Left OB • Channel * Right OB * * Vel Head (ft) 0. 06 * Wt. n-Val. 0. 060 0. 045 0. 060 * w.s. Elev (ft) 322. 73 * Reach Len. (ft) * 1850.00 . 1850.00 * 1850. 00 * Crit W.S. (ft) 321. 94 * Flow Area (sq ft) 19. 99 34.15 22. 80 * E.G. Slope (ft/ft) •0.002323 * Area (sq ft) 19. 99 34.15 22. 80 * Q Total (cfs) 102. 00 . Flow (cfs) 12. 21 75. 86 13. 93 * Top Width (ft) 136. 84 + Top Width (ft) 54. 57 20. 00 62 .26 * Vel Total (ft/s) l. 33 • Avg. Vel. ( ft/s) 0.61 2.22 0. 61 * Max Chl Dpth (ft) 2. 73 . Hydr. Depth (ft) 0. 37 l. 71 o. 37 • Conv. Total (cfs) 2116.4 . Conv. (cfs) 253. 4 1573. 9 289.l • Length Wtd. (ft) * 1850.00 • Wetted Per. (ft) 54. 58 20. 71 62 .27 + Min Ch El (ft) 320. 00 * Shear (lb/sq ft) 0. 05 0 . 24 0 . 05 + Alpha 2 .14 * Stream Power (lb /ft s) . 0. 03 0. 53 0 . 03 . Frctn Loss (ft) 6. 49 . Cum Volume (acre-ft) 3. 36 6. 38 l.17 * C & E Loss (ft) 0. 00 * Cum SA (acres) 5. 01 4. 38 2. 04 * *** ** ** * *. **** *** *** * ***. ** •••••••••• * * ...... * ** ... * •• * ...... ****** * ** * *** ** * * •• ** * * *** * ** * * ...... Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Description: RS: 2088 Station Elevation Data nu.ms Sta Elev Sta Elev 10 Sta Elev Sta Elev Sta Elev *******•*****•**********"'*********••*****"'*********************************••••• 318 62 316 106 316 124 317 134 316 161 315 181 315 202 315 210 316 217 318 Manning's n Values num- Sta n Val Sta n Val Sta n Val *** ........ +++ .................. * ........ * * •• *. **** *. * •• . 03 134 . 045 210 .06 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 134 210 435 435 435 . l . 3 CROSS SECTION OUTPUT Profile HPF l • E.G. Elev (ft) 316. 22 • Element Left OB * Channel Vel Head (ft) 0. 07 * Wt. n-Val. 0. 030 0. 045 W.S. Elev (ft) 316 .15 * Reach Len. (ft) 435.00 435.00 Crit W.S. (ft) 315. 69 . Flow Area (sq ft) 7. 22 69. 84 E.G. Slope (ft/ft) • 0. 00464 7 * Area (sq ft) 7. 22 69. 84 Q Total (cfs) 155.00 * Flow (cfsJ 6. 50 148. 49 Top Width (ft) 129.33 . Top Width (ft) 52. 80 76. 00 Vel Total (ft/s) 2 .01 * Avg. Vel. (f t/s ) 0. 90 2 .13 Max Chl Dpth (ft) l.15 . Hydr. Depth (ft) 0.14 0. 92 Conv. Total (cfs) 2273. 8 . Conv. (cfs) 95.3 2178. 3 Length Wtd. (ft) 435.00 . Wetted Per. (ft) 52. 82 76. 08 Min Ch El (ft) 315.00 . Shear (lb/sq ft) 0. 04 o. 27 Alpha l. 08 . Stream Power (lb/ft s ) 0.04 0. 57 Frctn Loss (ft ) 4. 37 . Cum Volume (acre-ft) 2. 07 3. 71 C & E Loss (ft ) 0. 02 . Cum SA (acres) 2. 38 2. 24 * Right OB * 0. 060 435. 00 0. 04 0. 04 0. 01 0. 52 0 . 29 0. 07 0.2 0.54 0. 02 0. 01 0.56 0. 64 •••••••• * •• + ........... * **. * .. * ..... * ... * ••• * ............. + .. * .. * *. * ••• * ••••• * .......... * •• * *. * ... * * ............. * •••• Warning: Divided flow computed f or this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. .06 192 .045 212 .06 Bank Sta: Left Right Lengths: Left Channel Right 192 212 1B50 1B50 1B50 CROSS SECTION OUTPUT Profile #PF Coe ff Con tr. .1 Expan. • 3 * + + + *. +. * + + + * + + * .... + * + * + + ++ ++ ** + + + ++. + + * •• +. + * * + + + ++ .. *. + * + + ++ *** * + * +• + * + ** *. ++ + + ++ ** *...,. + •• +. * * + • E.G. Elev (ft) 322. 70 • Element Left OB * Channel * Right OB * * Vel Head (ft) 0.06 * Wt. n-Val. 0. 060 0. 045 0. 060 * W.S. Elev (ft) 322. 65 * Reach Len. (ft) . 1B50.00 . 1850.00 . 1850.00 * Crit W.S. (ft) 321. B2 . Flow Area (sq ft) 15. 53 32. 41 17. 72 * E.G. Slope (ft/ft) •o. 002312 * Area (sq ft) 15. 53 32. 41 17. 72 • Q Total (cfs) BB. 00 . Flow (cfs) B. 70 69. 37 9. 93 ' Top Width (ft) 122. 99 . Top Width (ft) 4B .10 20.00 54.88 • Vel Total (ft/s ) 1. 34 * Avg. Vel. (ft/s) 0. 56 2.14 0.56 ' Max Chl Dpth (ft) 2. 65 ' Hydr. Depth (ft) 0.32 1. 62 0. 32 * Conv. Total (cfs) 1830. 3 • Conv. (cfs) 1Bl.0 1442.B 206.5 • Length Wtd. (ft) . 1850.00 . Wetted Per. (ft) 4B .11 20. 71 54.89 ' Min Ch El (ft) 320. 00 . Shear (lb/sq ft) 0. 05 0. 23 0. 05 * Alpha 2. 05 . Stream Power (lb/ft s ) . o. 03 0. 4B o. 03 . Frctn Loss (ft) 6. 49 . Cum Volume (acre-ft) 2.55 5 . 89 0. 93 . c ' E Loss (ft) 0.00 * Cum SA (acres) 4 .52 4.2B 1. 81 * + * * + ++ ... + + + + + +. ++ * * * + + + * + + * * + *. * + + + •• + ..... + ++ •• + + * + + * + * *. + * *. + * * + +++ + + + ++ *. *. + ++ * + •••• + + + * ** * + * + + Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 * * * * * * * * * ** * * * * * * * * * * * * ** * ** * ** * * * * * * * * * * * * * * * * * * * * * ** * * * ** * * ** * •• + * + + + ++ + + + * + * * * * * ** * •• + * * •• + * * E.G. Elev (ft) 322. 79 * Element Left OB * Channel * Right OB * * Vel Head (ft) 0. 06 * Wt. n-Val. 0. 060 0. 045 0. 060 + w.s. Elev (ft) 322. 73 * Reach Len. (ft) . 1850. 00 . lBS0.00 • lB50.00 . Crit W.S • (ft) 321. 94 . Flow Area (sq ft) 19. 99 34 .15 22.BO * E.G. Slope (ft/ft) '0.002323 * Area (sq ft) 19. 99 34.15 22.80 • 0 Total (cfs) 102. 00 * Flow (cfs) 12. 21 75.86 13. 93 • Top Width (ft) l36.B4 . Top Width (ft) 54. 57 20.00 62. 26 * Vel Total (ft/s ) 1. 33 * Avg. Vel. (ft/s) 0. 61 2 .22 0. 61 • Max Chl Dpth (ft) 2. 73 ' Hydr. Depth (ft) 0. 37 1 . 71 0. 37 * Conv. Total (cfs) 2116.4 * Conv. (cfs) 253. 4 1573. 9 289 .1 • Length Wtd. (ft) . 1850. 00 * Wetted Per. (ft) 54 . SB 20. 71 62.27 * Min Ch El (ft ) 320. 00 • Shear (lb/sq ft) 0. 05 0. 24 0. 05 * Alpha 2 .14 . Stream Power (lb/ft s ) . 0. 03 0. 53 0. 03 . Frctn Loss (ft) 6. 49 * Cum Volume (acre-ft) 3.36 6. 3B 1.17 • C & E Loss (ft) 0. 00 * Cum SA (acres) 5. 01 4.38 2. 04 * * * ++•• * + *+ ++ •• ** * * ** * * * * * ... * *'* *. + ** * * * * * * * * * * * * .. * * * .. * * * .... * * * * * * * * * * ** * ** * * ** * * * * * + * * + * * * * *. * * Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for add.i tional cross sections. CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Description: RS: 20BB Station Elevation Data num- Sta Elev Sta Elev 10 Sta Elev Sta Elev Sta Elev * ++ * * * +•. *. *. + .... *. +. * * •• * * ** * * * ** + + '*,** ... + * * + + + + * * ++ * * * **'* * +. * * ** •• + ... * * + * * * ** * * 31B 62 316 106 316 124 317 134 316 161 315 lBl 315 202 315 210 316 217 318 Manning's n Values nwn• Sta n Val Sta n Val Sta n Val •..........•...•...••........•..••••.•.....•..•. . 03 134 . 045 210 .06 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 134 210 435 435 435 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 *. * + *. * *. *'* + + •••••••• * .. * •• * ** * * * *. * •• * * * * ** .... + ** * *. * *. * + ••• *** * * ••• * * +. ** + * * •• **. ** •• * + * •• +. * * * E.G. Elev (ft) 316. 22 • Element Left OB * Channel * Riqht OB * * Vel Head (ft) 0. 07 * Wt. n-Val. 0. 030 0. 045 0. 060 * W.S. Elev (ft) 316.15 • Reach Len. (ft) 435.00 435.00 435.00 * Crit W.S. (ft) 315.69 * Flow Area (sq ft) 7. 22 69. 84 0. 04 * E.G. Slope (ft/ft ) •0.004647 * Area (sq ft) 7.22 69. B4 0. 04 * O Total (cfs) 155.00 . Flow (cfs) 6.50 148.49 0. 01 . Top Width (ft) 129. 33 . Top Width (ft) 52 . BO 76. 00 0. 52 * Vel Total (ft/s) 2.01 * Avg. Vel. (ft/s) 0. 90 2.13 0.29 • Max Chl Dpth (ft) 1.15 * Hydr. Depth (ft) 0.14 0.92 0. 07 • Conv. Total (cfs) 2273. B . Conv. (cfs) 95.3 2178. 3 0 .2 • Length Wtd. (ft) 435. 00 . Wetted Per. (ft) 52 . 82 76. OB 0. 54 * Min Ch El (ft) 315. 00 • Shear (lb/sq ft) 0. 04 0.27 0. 02 • Alpha 1. OB . Stream Power (lb/ft s ) . 0. 04 0 . 57 0. 01 . Frctn Loss (ft) 4. 37 . Cum Volume (acre-ft) 2 . 07 3. 71 0. 56 * C & E Loss (ft) 0. 02 * Cum SA (acres) 2.38 2. 24 0. 64 ***** •••• ****** +++ ••• ***** +++• ** *** ***'* ** ... * * * **** ... ** ••• ** ++• •••• + •••••• +. + ** * ...... *'** ......... Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for addi tional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additi onal cross secti ons . CROSS SECTION OUTPUT Profile #PF 2 •••• + ........ * * * * •• * ••••• * + + ................ ++ •• + * ••• * .... +. + .......... + .. *. + * + ............ ** ........ + + •••• * ............... *. . E.G. Elev (ft) 3I6.29 . Element Left OB . Channel . Right OB . Vel Head I ftl 0. 07 . Wt. n-Val. 0. 030 0. 045 0. 060 . W.S. Elev (ft) 316. 22 . Reach Len . (ft) 435. 00 435.00 435.00 . Crit W.S. I ft! 315 .75 . Flow Area !sq ft I 11.05 75 .14 0. 08 . E.G. Slope (ft/ft) •Q.004629 . Area (sq ft I 11. 05 75.14 0. 08 Q Total (cfs) 180.00 . Flow (cfs) 12. 54 167.43 0. 03 . Top Width (ft) 133. 69 . Top Width I ftl 56. 92 76. 00 0. 77 . Vel Total lft/s ) 2 .09 . Avg . Vel. I ft/s l 1.13 2. 23 0. 38 . Max Chl Dpth (ft) 1. 22 . Hydr. Depth I ft! 0 .19 o. 99 0.11 . Conv. Total (cfs) 2645.6 . Conv . (cfs) 184. 3 24 60. 9 0.5 . Length Wtd. (ft) 4 35 . 00 . Wetted Per . I ft! 56. 94 76. OB 0. 80 . Min Ch El (ft) 315. 00 . Shear (l b/sq ft) 0. 06 0 .29 0. 03 . Alpha 1. 08 . Stream Power I lb/ ft s) . 0. 06 0. 64 0. 01 . Frctn Loss (ft) 4.35 . Cum Volume (acre-ft) 2. 70 4. 06 0. 68 . c ' E Loss (ft ) 0. 03 . Cum SA (acres) 2. 64 2. 34 0. 70 * ** •••••••• * ••••••• + + •••• * * * * * **. * * ** ••••••••••••• * .... * ** + ++ •• * ** * * ** ....... *** ••••• * •••••• * •• + +. * Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Description: RS : 1652 Station Elevation Data num= Sta Elev Sta Elev 0 314 105 312 170 311 195 312 Manning's n Values num= Sta n Val Sta n Val Sta Elev 150 311 230 314 Sta n Val ** ** * * ** * * * * * * * * *** * * * * * * * * ** * * * * * * ** * * ** * * ** * ** .03 105 .045 195 .06 Bank Sta: Left Right Lengths: Left Channel 105 195 346 346 CROSS SECTION OUTPUT Profile #PF l Sta Elev Sta Elev 155 310 165 310 Right Coe ff Con tr. Expan. 346 . l . 3 * * ** * * * * ** ** * * ...... * .. * ..... * **** * * * ** * * ..... * .... * * ** * **** * * *** * ** ** ** * ** * ** ** * * * ** * ** ** ** * * * *** * * ** * E.G. Elev (ft) 311. 83 . Element Left OB * Channel • Right OB ' * Vel Head (ft) 0.32 * Wt. n-Val. 0. 045 * w.s. Elev (ft) 311. 51 * Reach Len. (ft) 346. 00 34 6. 00 346. 00 * Crit W.S . (ft) 311. 51 . Flow Area (sq ft) 34. 29 * E.G. Slope (ft/ft) •o. 035959 * Area (sq ft) 34. 29 * 0 Total (cfs) 155.00 . Flow (cfs) 155.00 . Top Width (ft) 55. 68 * Top Width (ft) 55. 68 * Vel Total (ft/s ) 4. 52 * Avg. Vel. (ft/s) 4. 52 Max Chl Dpth (ft) l. 51 * Hydr. Depth (ft) 0. 62 Conv. Total lcfs) 817. 4 . Conv. (cfs) 817.4 * Length Wtd. (ft) 346.00 * Wetted Per. (ft) 55. 89 ' Min Ch El (ft) 310. 00 . Shear (lb/sq ft) l. 38 • Alpha l. 00 . Stream Power (lb/ft S) . 6.23 . Frctn Loss (ft) 0 .10 * Cum Volume (acre-ft) 2 .03 3 .19 0.56 . C & E Loss (ft) 0. 09 * Cum SA (acres) 2 .12 l. 58 0.63 ** * * ** ** ** * ** ** + ••• * **'* * * ••• ** * * *** ...... * .. * * ... * * * * ** * ... * * **** * ** ..... * * *** * *. * * * *** * * ... * * * * + ** * * * ** .. Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream. conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1. 4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1. 0 ft (0. 3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program. defaulted to critical depth. CROSS SECTION OUTPUT Profile #PF 2 E.G. Elev (ft) 311. 92 * Element Left OB * Channel . Right OB * * Vel Head (ft) 0. 33 Wt. n-Val. 0. 045 * W.S. Elev (ft) 311. 59 * Reach Len. (ft ) 34 6. 00 34 6. 00 34 6. 00 . Crit W.S . (ft) 311. 59 . Flow Area (sq ft ) 39. 09 . E.G. Slope (ft/ft) •Q.035699 * Area (sq ft) 39. 09 . Q Total (cfs) 180. 00 . Flow (cfsl 180. 00 . Top Width (ft ) 61. 42 Top Width (ft) 61. 42 * Vel Total lft/s l 4. 61 Avg. Vel. lft/s ) 4. 61 * Max Chl Dpth (ft ) 1.59 * Hydr. Depth (ft) 0. 64 Conv. Total (cfs) 952. 7 * Conv. (cfsl 952. 7 . Length Wtd. I ftl 34 6. 00 * Wetted Per. I ft! 61.63 * Min Ch El (ft ) 310 . 00 . Shear I lb/ sq ft I l. 41 * Al pha l. 00 . Stream Power (lb/ft s ) 6. 51 Frctn Loss I ft! 0. 07 Cum Volume (acre-ft) 2.65 3 . 49 0. 68 • C & E Loss (ft) 0 .10 Cum SA (acres) 2.35 l. 66 0. 70 •• * * * * * * ** ***. * ..... * ... *. *. * * * * * * * * •• * .. * * * .. * * * * + * * ... * * * * * ..... *.,. *. * * * * * * *.,. .. * * ... * *. *. * * * * * * * * * * * ..... * * * ... * Warning: The energy equation could not be balanced within the specified number of iterations. The program used criti cal depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1. 4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcri tical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Description: RS: 1306 Station Elevation Data num.• Sta Elev Sta Elev 0 312 120 310 330 307 334 308 457 312 Manning 's n Values numc Sta n Val Sta n Val 11 Sta Elev 294 308 338 309 Sta n Val * *** * ***** ** * **. ** ** ** * *** *** ** **** ** * *** * **** * * 0 .03 294 .045 334 .06 Bank Sta: Left Right Lengths: Left Channel 294 334 143 143 CROSS SECTION OUTPUT Profile #PF 1 Sta Elev Sta Elev 298 307 316 305.5 342 310 346 311 Right Coe ff Contr. Expan. 143 .1 . 3 ************•·················································································· * E.G. Elev (ft) 310.11 * Element Left OB * Channel • Right OB * * Vel Head (ft) 0.01 * Wt . n-Val. 0. 030 0 . 045 0. 060 * W.S. Elev (ft) 310. l 0 • Reach Len. (ft) 143.00 14 3. 00 143.00 * Crit W.S. (ft) 307. 38 . Flow Area (sq ft) 191. 87 144. 04 8. 83 * E.G. Slope (ft/ft) *0. 000105 • Area (sq ft) 191. 87 144. 04 8.83 • Q Total (cfs) 218. 00 . Flow (cfs) 101. 77 113. 96 2. 27 . Top Width (ft) 228. 4 6 . Top Width (ft) 180.06 40. 00 8.40 • Vel Total (ft/s) 0.63 * Avg. Vel. (ft/s) 0. 53 0. 79 0. 26 Max Chl Dpth (ft) 4. 60 * Hydr. Depth (ft) 1.07 3. 60 1. 05 • Conv. Total (cfs) . 21237.9 * Conv. (cfs) 9914. 4 . 11102.l 221.4 • Length Wtd. (ft) 143. 00 . Wetted Per . (ft) 180. 07 40. 39 8.66 • Min Ch El (ft) 305.50 * Shear (lb/sq ft) 0. 01 0.02 0. 01 * Alpha 1.15 * Stream Power (lb/ft s) . 0.00 0.02 0. 00 . Frctn Loss (ft) * Cum Volume (acre-ft) 1.27 2.49 0. 52 * c & E Loss (ft) . Cum SA (acres) 1. 40 1. 20 0. 60 ................................................................................................... CROSS SECTION OUTPUT Profile HPF 2 ** ******* ....... * ** * * * ** * * ** * •••• * * ***** * * **** * * * * * * ** *. * ....... ** *. ** * ** * * ** ** * * * *** * * ** * * * •• ** * * * * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) . Top Width (ft) * Vel Total (ft/s) • Max Chl Dpth (ft) * Conv. Total (cfs) • Length Wtd. (ft) • Min Ch El (ft) • Alpha . Frctn Loss (ft) * C & E Loss (ft) CULVERT RIVER: Spring Creek REACH: Tributary B INPUT Description: 310. 50 0. 01 310.49 307. 50 *0.000073 251. 00 253. 42 0. 57 4.99 . 29344 .3 143. 00 305. 50 1.11 RS: 1217 Distance from Upstream XS = 39 Deck/Roadway Width 100 Weir Coefficient 2. 6 Upstream Deck/Roadway Coordinates num• 10 * Element Left OB * * Wt. n-Val. 0. 030 * Reach Len. (ft) 143. 00 . Flow Area (sq ft) 266.67 * Area (sq ft) 266. 67 . Flow (cfs) 135. 30 . Top Width (ft) 203. 4 6 * Avg. Vel. (ft/s) 0. 51 * Hydr. Depth (ft) 1.31 * Conv. (cfs) . 15817.8 . * Wetted Per. (ft) 203. 48 . Shear (lb/sq ft) 0. 01 . Stream Power (lb/ft s) . 0.00 * Cum Vol wne (acre-ft) 1.59 . Cum SA (acres) 1.55 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 312 312 110 311 310 294 311 308 298 311 307 316 311 306 330 311 307 334 311 308 338 311 309 342 311 310 370 311 311 Upstream Bridge Cross Section Data Station Elevation Data num• 11 Sta Elev Sta El ev Sta Elev Sta Elev Sta Channel * Right OB * o. 045 0. 060 143. 00 143. 00 159. 64 12. 41 159. 64 12. 41 112. 72 2.98 40. 00 9. 96 0. 71 0. 24 3. 99 1.25 13177.9 348. 7 40. 39 10.27 0. 02 0. 01 0. 01 0. 00 2.70 0.63 1. 26 0.66 Elev Warning: The energy equation could not be balanced within the speci fied nwnber of iterations. The program used cri tical depth f or the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1. 0 ft ( 0. 3 rn) . between the current and previous cross section. This may indicate the need for additional cross sections . Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcri tical answer . The program defaulted to critical depth. CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Descri ption: RS: 1306 Station Elevation Data mun• Sta Elev Sta Elev 11 Sta Elev Sta Elev Sta Elev • ** ++ + + * ** .. ++ + *** *** .. + * + + * + + **. * + + + * + + .... + + ... * * ** ... + * * + ••• * + * •• * * * * ** +. + * * •• + + + * 0 312 120 310 294 308 298 307 316 305.5 330 307 334 308 338 309 342 310 346 311 457 312 Manning's n Values num• ·3 Sta D Val Sta n Val Sta n Val * + •••• * * + + + + + .. ** * +. * •• * + ... * * * +. * + + * + ** * + * •• *** .. + . 03 294 . 045 334 .06 Bank Sta: Left Riqht Lengths: Left Channel Riqht Coe ff Con tr. Expan. 294 334 143 143 143 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 ••••• * .. * + ........... * ............. + .. ++ .... + * .... * + .. + * .. * .............. +. + ..... + ... + ........................... * ** + ............... * * * + ** * * E.G. Elev (ft) 310.11 * Element Lett OB * Channel * Riqht OB * * Vel Head (ft) 0. 01 * Wt. n-Val. 0. 030 o. 045 0.060 * W.S. Elev (ft) 310.10 • Reach Len. (ft) 143. 00 143. 00 143. 00 * Crit W.S. (ft) 307. 38 . Flow Area (sq ft) 191. 87 144. 04 8.83 • E.G . Slope (ft/ft) •o. 000105 * Area (sq ft) 191.87 144. 04 8.83 * O Total (cfs) 218. 00 . Flow (cfs) 101.77 113. 96 2. 27 * Top Width (ft) 228. 4 6 * Top Width (ft) 180. 06 40. 00 8. 40 * Vel Total (ft/s ) 0.63 * Avg. Vel. (ft/s) 0.53 0. 79 0.26 * Max Chl Dpth (ft) 4.60 * Hydr. Depth (ft) 1.07 3. 60 1. 05 * Conv. Total (cfs) . 21237. 9 • Conv. (cfs) 9914. 4 . 11102.1 221.4 • Length Wtd. (ft) 143.00 . Wetted Per. (ft ) 180. 07 40.39 8.66 • Hin Ch El (ft) 305.50 . Shear (lb/sq ft) 0.01 0. 02 0. 01 • Alpha 1.15 . Stream Power (lb/ft s ) . 0.00 o. 02 0.00 . Frctn Loss (ft) • Cum Volume (acre-ft) 1.27 2. 49 0.52 * c & E Loss (ft) * Cum SA (acres) 1. 40 1.20 0. 60 * ** .. * + ........ ** .. * * •• ** * .. * .. * ... *** * + * ** ** ...... * .................. * .. ++ ...... * ** * .. * .. *** * * ..... ** * •• * * .. ** ....... ** * ++ ** CROSS SECTION OUTPUT Profile #PF 2 * * .. * * .. * ...... ** ...... + ** + + + + ** ......... ** * .. ** * * ** .......... * + * ...... *. * ••• ** + .. * .. ** ....... ** •• * ............. * * .. * * * * ... .. * E.G. Elev (ft) 310.50 * Element Left OB * Channel * Riqht OB * * Vel Head (ft) o. 01 • Wt. n-Val. 0.030 0. 045 0.060 * w.s. Elev (ft) 310.49 * Reach Len. (ft) 143. 00 143. 00 143.00 * Cri t W.S. (ft) 307.50 . Flow Area (sq ft) 266. 67 159. 64 12. 41 * E.G. Slope (ft/ft) *0.000073 * Area (sq ft) 266. 67 159. 64 12.41 • 0 Total (cfs) 251. 00 . Flow (cfs) 135.30 112. 72 2.98 * Top Width (ft) 253.42 * Top Width (ft) 203.46 40. 00 9. 96 * Vel Total (ft/s) o. 57 * Avg. Vel. (ft/s) 0.51 o. 71 o. 24 * Max Chl Dpth (ft) 4. 99 * Hydr. Depth (ft) 1. 31 3.99 l.25 * Conv. Total (cfs) . 29344. 3 . Conv. (cfs) . 15817.8 . 13177. 9 348.7 • Length Wtd. (ft) 143.00 * Wetted Per. (ft) 203 . 4 8 40. 39 10.27 * Min Ch El (ft) 305. 50 . Shear (lb/sq ft) 0 .01 0. 02 0. 01 • Alpha 1.11 . Stream Power (lb/ft s) . o.oo 0. 01 0 .00 . Frctn Loss (ft) • Cum Volume (acre-ft) 1.59 2. 70 0 . 63 * C ' E Loss (ft) . Cum SA (acres) 1.55 1. 26 0.66 * * * ** .... * ....... * * ** ............. * .. + * * ......... + * ... * ... + ...... * .... * * •• * ......... + * * * .. * *. * * * ** ............ + **. * * * * * ..... * CULVERT RIVER: Spring Creek REACH: Tributary B INPUT Description: RS: 1217 Distance from Upstream XS • 39 Deck/Roadway Width 100 Weir Coefficient 2. 6 Upstream Deck/Roadway Coordinates numc 10 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 312 312 110 311 310 298 311 307 316 311 306 334 311 308 338 311 309 370 311 311 Upstream Bridge Cross Section Data Stati on Elevation Data nurn• 11 Sta Elev Sta El ev Sta Elev Sta Hi Cord Lo Cord 294 311 308 330 311 307 342 311 310 Sta Elev Sta Elev * ** * ** + * * + * * *** * +. + * * * * * * * * * * * * + + * *** + * + •* + * * + + * + + + * ** .. + * .. +. + * +. + * ** * ++ *** ...... ++• 0 312 120 310 294 308 298 307 316 305 . 5 330 307 334 308 338 309 342 310 346 31 1 457 312 Manning's n Values num• Sta n Val Sta n Val Sta n Val .......... + .. * + * * .. * * * ** .... + + *** * + * •• + .. *** ......... 'fr*+******** .03 294 .045 334 .06 Bank Sta: Left Ri ght Coe ff Contr. Expan. 294 334 . l . 3 Downstream Deck/Roadway Coordinates num• 12 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord * * **** * ** *****++***.'fr*.**'*.***+*****++.+.+.***********+********** .. ****** 0 312 311 57 311 310 61 311 309 133 311 308 140 311 307 144 311 306 163 311 306 167 311 307 171 311 308 175 311 309 196 311 310 252 311 310. 7 5 Downstream Bridge Cross Section Data Station Elevation Data num• 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev * * *** *** * *. * * * * **** *. *. * * ***** ** **** * ••• ** * * ** ** + * * * *. *** .... * * ** ** * ** * ** *** ** ** ** 0 311 57 310 61 309 148 305 159 305 167 307 196 310 252 310. 75 Manning's n Values num• Sta n Val Sta n Val Sta n Val *** * ** * ** * + * ** *** * * * ** .. * *** * **** ** * ** * * .. * * **** * * .03 133 . 045 171 .06 Bank Sta: Left Right Coe!f Contr. Expan. 133 171 . l .3 133 308 140 171 308 175 O horiz. to 1. 0 vertical 0 horiz. to 1. 0 verti cal Upstream Embankment side slope Downstream Embankment side slope Maximum allowable submergence for weir Elevation at which weir flow begins Energy head used in spillway design Spillway height used in design flow = • 95 Weir crest shape Broad Crested Number of Culverts Culvert Name Shape Rise Span Culvert #1 Circular 4 FHWA Chart H -Concrete Pipe Culvert FHWA Scale H -Square edge entrance with headwall Soluti on Criteria • Highest U.S. EG 307 309 Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 39 100 .013 .013 0 .5 l Number of Barrels • Upstream Elevation = 305.9 Centerline Stations Sta. Sta. Sta. 311 316 321 Downstream Elevation "" 305.5 Centerline Stations Sta. Sta. Sta. 148.5 153.5 158.5 CULVERT OUTPUT Profile #PF Culv Group: Culvert #1 . Q Culv Group (cfs) 218.00 . Culv Full Len (ft) . # Barrels 3 * Culv Vel US (ft/s ) * Q Barrel (cfs) 72. 67 * Culv Vel OS (ft/s ) * E.G. us. (ft) 310.ll . Culv Inv El Up (ft) * W.S. us. (ft) 310.10 . Culv Inv El On (ft) . E.G. OS (ft) 307. 4 9 . Culv Frctn Ls (ft) * w.s. OS (ft) 306.83 . Culv Exit Loss (ft) Delta EG (ft ) 2 . 62 . Culv Entr Loss (ft) • Delta WS (ft) 3.27 . Q Weir (cfs) * E.G. IC (ft) 309.92 Weir Sta Lft (ft) E.G. oc (ft) 310. ll . Weir Sta Rgt (ft) * Culvert Control Outlet . Weir Submerg . Culv WS Inlet (ft) 308. 61 * Weir Max Depth (ft) . Culv ws outlet (ft) 308.08 • Weir Avg Depth (ft) . Culv Nml Depth (ft) 2. 71 * Weir Flow Area (sq ft ) Culv Crt Depth (ft) 2.58 • Min El Weir Flow (ft) 8. 03 8. 49 305. 90 305. 50 0. 41 l. 71 0.50 . 311.0l ** ••• +. * •• * * * * *. * * * * * * + * * * * *. * ** * * * *• * +• *** * * * * * * *. * •• +. * * + ....... * * +. * + .. ++ + * Note: During subcritical analysis, the culvert direct step method, the solution went to normal depth. CULVERT OUTPUT Profi le #PF 2 Culv Group: Culvert #1 .... * + * + * * * * ++ * * * * * *. *. + ** •••• *** **. * * * + .... * ++ * *. * **. + + •• * •• * + + + ** * * + + + ••• +. • Q Culv Group (cfs) 251. 00 . Culv Full Len (ft) # Barrels 3 * Culv Vel us (ft/s ) 8. 31 Q Barrel (cfs) 83. 67 • Culv Vel OS (ft/s) 9. 00 ' E.G. us. (ft) 310. 50 Culv Inv El Up (ft) 305.90 * w.s. us. (ft) 310.49 * Culv Inv El On (ft ) 305.50 E.G. OS (ft) 307. 68 . Culv Frctn Ls (ft) 0. 43 . w.s. DS (ft) 306. 97 . Culv Exit Loss (ft) 1. 85 . Delta EG (ft) 2. 82 . Culv Entr Loss I ft ) 0. 54 Delta WS (ft) 3. 52 . Q Weir lcfs) . E.G. IC (ft) 310. 36 . Weir Sta Lft (ft) • E.G. oc (ft) 310. 50 . Weir Sta Rgt (ft) . Culvert Control Outlet . Weir Submerg . Culv WS Inlet (ft) 308. 89 . Weir Max Depth (ft ) . Culv WS Outlet I ft) 308. 27 . VJeir Avg Depth (ft) . Culv Nml Depth (ft) 3. 02 . Weir Flow Area lsq ft) . Culv Crt Depth (ft) 2. 77 . Min El Weir Flow (ft) 311.01 * * * ** * * ** **. * * ... ** *** * *** * * * * .. * ... +. * * * * * * ** * * * * * * ... ** * *. * ** * * * •• * * * * •• * •• CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Description: RS: 1163 Station Elevation Data num• Sta Elev Sta Elev 12 Sta Elev Sta Elev Sta Elev **** * *** * * ** *. * * **** ** * * •••••••• ****** ** * •• * * * •••• * ** ** * ••• * *. *** * * * ** •••• * .... * * 311 57 310 61 309 133 308 140 307 148 305 159 305 167 307 171 308 175 309 196 310 252 310.75 Manning's n Values num= Sta n Val Sta n Val Sta n Val • * ** *** ••••••••••• *** * *** ** * * ..... **** * * *. * * ** * * * .03 133 . 045 171 .06 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 133 171 550 550 550 .1 . 3 CROSS SECTION OUTPUT Profile #PF 1 * ****** ** *** * * **** * *** ***. **** •• * ***. **** * *. * * * *. * * * * * ** *. * * * * * * * * * * * * * * ••••• * •••• * * * * * * * ..... * ** * * E.G. Elev (ft ) 307. 4 9 * Element Left OB • Channel * Right OB * * Vel Head (ft) 0 . 66 * Wt. n-Val. 0 . 045 • w.s. Elev (ft) 306.83 * Reach Len . (ft) 550. 00 550. 00 550. 00 * Crit W.S. (ft) 306. 83 . Flow Area (sq ft) 33. 43 * E.G. Slope (ft/ft) '0.027984 * Area (sq ft) 33. 43 * Q Total (cfs) 218. 00 . Flow (cfs) 218.00 . Top Width (ft) 25. 61 * Top Width I ft) 25. 61 * Vel Total i!t/s) 6. 52 * Avg. Vel. lft/s ) 6. 52 • Max Chl Dpth (ft) 1. 83 * Hydr. Depth (ft) 1. 31 * Conv. Total (cfs) 1303. 2 * Conv. (cfs) 1303. 2 • Length Wtd. (ft) 550. 00 * Wetted Per. (ft) 26.06 * Min Ch El (ft) 305. 00 . Shear (lb/sq ft) 2. 24 * Alpha 1. 00 . Stream Power (lb/ft S) . 14. 62 . Frctn Loss (ft) 3. 43 * Cum Volume (acre-ft) o. 96 2 .20 0. 51 * C & E Loss (ft) 0.17 • Cum SA (acres) 1.10 1. 09 0. 59 * ........ ** * * ...... * * * ** * * .......... * *** ** * * * ** * * * * * * * *'** ....... * '*** ** .... ** * ... * * * ** * * ** * * * *** * ** *** * *** ** ** * Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1. 0 ft ( 0. 3 m) . between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #PF 2 * * * * * ** ** * *** * * * * * .... * ** * * ** .... * * .......... * * * .... * ... * .. * * * ** ... * * ** ... *** .... * * .... * * ... ** * *** ** * .... * ** ** * * ** * * ** * * * E.G. Elev (ft) 307. 68 * Element Left OB • Channel * Right OB • Vel Head I ft) 0. 71 * Wt. n-Val . 0. 045 W.S. Elev (ft ) 306. 97 * Reach Len. (ft) 550. 00 550. 00 550. 00 Crit W.S. (ft) 306. 97 . Flow Area (sq ft) 37. 24 E.G. Slope (ft/ft) •0 .027482 * Area (sq ft) 37 .24 Q Total (cfs) 251. 00 . Flow (cfS) 251. 00 Top Width (ft ) 26. 77 . Top Width (ft) 26.77 Vel Total (ft /s) 6. 74 * Avg. Vel. (ft /s) 6. 74 Max Chl Dpth (ft) 1. 97 * Hydr. Depth (ft) 1.39 Conv. Total (cfs) 1514.1 * Conv. (cfs) 1514.1 Length Wtd. (ft) 550. 00 * Wetted Per. (ft) 27. 26 Min Ch El (ft) 305.00 . Shear (lb/sq ft) 2. 34 Alpha 1. 00 . Stream Power (lb/ft s) . 15. 80 Frctn Loss (ft) 3. 61 . Cum Volume (acre-ft) 1.15 2 .38 0. 61 c & E Loss (ft) 0 .18 . Cum SA (acres) 1. 21 1.15 0. 64 * * ... * * ** .. ** .............. * ............ * *. * * * * * * ........ * * ** ................. ** **. ** * ... * * * ........ * * ...... * •• * * * * * * * * ........... Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warni ng: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 ml. between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there • w.s. OS (ft) 306.97 • Culv Exit Loss (ft) l.85 •Delta EG (ft) 2.82 • Culv Entr Loss (ft ) 0.54 • Delta WS (ft) 3.52 • Q Weir (cfs) • E.G. IC (ft) 310.36 • Weir Sta Lft (ft ) • E.G. OC (ft) 310.50 • Weir Sta Rgt (ft ) • Culvert Control Outlet • Weir Submerg * Cul v WS Inlet I ft) 308. 89 * Weir Max Depth I ft ) • Culv WS Outlet (ft) 308.27 •Weir Avg Depth (ft) • Culv Nml Depth (ft) 3 .02 •Weir Flow Area (sq ft) • • Culv Crt Depth (ft) 2. 77 • Min El Weir Flow (ft) 311.01 + ••• + + + + + •• +. * +. + •• + + ••••• + + + •• + •• * + + +. + * * + + + + ••••• + + + + +. ++. +. + •• * + + + +. ++ CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Description: RS: 1163 Station Elevation Data num• Sta Elev Sta Elev 12 Sta Elev Sta Elev Sta Elev + ++++ ++ + + * + •• + * + + ••• + * + + + * + + ** ++ +• ++ + .. + +. + +. + + ... * + ++ + + ++ +• * * +. *. ++ * .. * * .. + ++ + * ++ +. 0 311 57 310 61 309 133 308 140 307 148 305 159 305 167 307 171 308 175 309 196 310 252 310. 75 Manning's n Values nwn~ Sta n Val Sta n Val Sta n Val • * +++ ++ + + ........ + + + +++ ++ ++ +++ **** ++ + + + + + * * * *. + +. + .03 133 .045 171 .06 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 133 171 550 550 550 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 +. +. + ++ •••• + +. +. + + + ++. +. + + + + + ...... + + ..... + ** * + + ++ * + * * •••• *. +. ++ + + + ... + .. + + + * •• + ++ +. + + + ** + * * + +. + + + •• +. + " E.G. Elev (ft) 307. 49 * Element Left OB * Channel * Right OB * * Vel Head (ft) 0. 66 * Wt. n-Val. 0. 045 • W.S. Elev (ft) 306. 83 * Reach Len. (ft) 550. 00 550. 00 550. 00 * Crit W.S. (ft) 306. 83 . Flow Area (sq ft) 33 . 43 * E.G. Slope (ft/ft) •o. 021994 * Area (sq ft) 33 . 43 * 0 Total (cfs) 218 . 00 . Flow (cfs) 218.00 . Top Width (ft) 25. 61 . Top Width (ft) 25 . 61 * Vel Total (ft/s) 6.52 *Avg. Vel. (ft/s) 6.52 * Max Chl Dpth (ft) l. 83 * Hydr. Depth (ft) l.31 * Conv. Total (cfs) 1303. 2 * Conv. lcfs) 1303 .2 • Length Wtd. (ft) 550 . 00 * Wetted Per. (ft) 26.06 * Min Ch El (ft) 305. 00 . Shear (lb/sq ft) 2 .24 • Alpha l.00 . Stream Power (lb/ft s ) . 14. 62 * Frctn Loss (ft) 3. 43 * Cum Volume (acre-ft) 0. 96 2 .20 o. 51 • c & E Loss (ft) 0 .17 . Cum SA (acres) l.10 l. 09 0. 59 • * .... * ** * * * * * ** * * * * * *. * * * * * * ... ** * * * ** * * * * * * * * ** * * * * * * ...... ** ** * * .. * * .. * * * * * *. * *. * * •• * ..... * ... * * * * * * ** * Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.1 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1. O ft (0. 3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #PF 2 * **** * * * *. ** * * * * * * * * * * ** * * * ... *. * ** * •• * * * * * .... * * * * *. * * * * * * * .. *. ** * *. *. * * * ... * ** * * ** •••••••• * * *. * ..... * * E.G. Elev (ft) 307. 68 • Element Left OB + Channel * Right OB * * Vel Head (ft) 0. 71 * Wt. n-Val . 0. 045 * W.S. Elev (ft) 306. 97 • Reach Len. (ft) 550. 00 550. 00 550. 00 * Crit W.S. (ft) 306. 97 . Flow Area (sq ft) 37. 24 * E.G. Slope (ft/ft) •0.027482 * Area (sq ft) 37. 24 • Q Total (cfs) 251. 00 . Flow (cfs) 251. 00 . Top Width (ft) 26. 77 . Top Width (ft) 26. 77 * Vel Total (ft/s ) 6. 74 * Avg. Vel. (ft/s) 6. 74 • Max Chl Dpth (ft) l.97 + Hydr. Depth (ft) l. 39 * Conv. Total (cfs) 1514 .1 * Conv. (cfs) 1514.l * Length Wtd. (ft) 550. 00 * Wetted Per. (ft) 27.26 * Min Ch El (ft) 305. 00 . Shear (lb/sq ft) 2. 34 * Alpha l. 00 * Stream Power (lb/ft s ) . 15. 80 . Frctn Loss (ft) 3. 61 • Cum Volume (acre-ft) l.15 2. 38 0. 61 * C & E Loss (ft) 0 .18 * Cum SA (acres) l.21 l.15 0. 64 *** **. * ...... ** *. * ••• * ... * •• * * * * * •• * .. * * * * * *. * * ... * ... *. * *. * •• *. * .... * •••• + * + *. * * •• + *. * ... * ....... * * * * •• * * * * * Warni ng: The energy equation could not be balanced within the specified number of iterations. The program used cri tical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio {upstream conveyance divided by downstream conveyance) is less than 0.7 or. greater than 1.4. This may indicate the need for additional cross sections. Warni ng: The energy l oss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross secti ons. Warning: During the standard step iterations, when the assumed water surface was set equal t o critical depth, the calculated water surface came back below critical depth. This indicates t hat there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Description: RS: 615 Station Elevation Data num= Sta Elev Sta Elev 12 Sta Elev Sta Elev Sta Elev * *** * ...... * ••••••• ** ••••• * ** •• * *. * ••• * ..... **. *** * * * * * * •••••• * ***. * * *. * * * *** •• * * *. 0 305. 9 55 305 88 304 97 303 113 302 115 301 117 300 117. 5 299 118 299 155 301 165 303 220 304 Manning's n Values num= Sta n Val Sta n Val Sta n Val • * * ** * ** *. * ••• ** * •• ** * * * ••••••••••• * * •• *****. ** * .06 97 .045 165 .06 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 97 165 615 615 615 . l .3 CROSS SECTION OUTPUT Profile #PF 1 ****** *** * ** ••• *** * * ••••• *** * * *** * ** * *** * ••••• ** ••• * * * ** ** ••••• * * * ** * * * •• * * ** *** *** **** ** * ** *** * E.G. Elev (ft) 302 .19 . Element Left OB • Channel * Right OB • * Vel Head (ft) 0 .10 * Wt. n-Val. 0. 045 * w.s. Elev (ft) 302 .10 . Reach Len. (ft) 615. 00 615. 00 615. 00 Crit W.S. {ft) . Flow Area (sq ft ) 87.98 * E.G. Slope (ft/ ft) •0.002674 • Area (sq ft) 87.98 * Q Total (cfs) 218 .00 . Flow (cfs) 218.00 ' Top Width (ft) 49. 07 . Top Width (ft) 49. 07 • Vel Total (ft/s ) 2.48 * Avg. Vel. (ft/s ) 2. 48 • Max Chl Dpth (ft) 3 .10 * Hydr. Depth (ft) 1. 79 * Conv. Total (cfs) 4216.1 • Conv. (cfs) 4216.1 • Length Wtd. (ft) 615. 00 * Wetted Per. (ft) 50.32 * Min Ch El (ft) 299 . 00 . Shear (lb/sq ft) 0. 29 * Alpha 1. 00 . Stream Power (lb/ft s) . 0. 72 . Frctn Loss (ft) 0 . 43 * Cum Volume (acre-ft) 0. 96 1. 43 0. 51 * C & E Loss (ft) 0. 02 * Cum SA (acres) 1.10 0. 62 o. 59 ************'**'************•••••+•••······························••+•***************•********** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than O. 7 or greater than 1. 4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 • E.G. Elev (ft) 302. 37 * Element Left OB * Channel • Right OB • • Vel Head (ft) 0.11 * Wt. n-Val . 0 . 045 * W.S. Elev (ft) 302. 26 * Reach Len. (ft) 615. 00 615. 00 615. 00 * Crit W.S. (ft) . Flow Area (sq ft ) 96.14 * E.G. Slope (ft/ft) •0.002877 * Area (sq ft ) 96.14 * Q Total (Cfs) 251. 00 . Flow (cfs) 251. 00 * Top Width (ft) 52. 44 . Top Width (ft) 52. ~4 * Vel Total ( ft/s) 2. 61 * Avg. Vel. (ft/s ) 2.61 • Max Chl Dpth (ft) 3.26 * Hydr. Depth (ft) 1. 83 • Conv. Total (cfs) 4679.3 * Conv. (cfs) 4 679. 3 . Length Wtd. (ft) 615.00 . Wetted Per. (ft) 53. 72 •.Min Ch El (ft) 299. 00 . Shear (lb/sq ft) 0. 32 • Alpha 1. 00 . Stream Power (lb/ft s ) . o. 84 . Frctn Loss (ft ) 0. 42 . Cum Volume (acre-ft) 1.15 1. 53 0. 61 * C & E Loss (ft) 0. 03 . Cum SA (acres) 1. 21 0 . 65 0. 64 *** * * •• * **. * * * * ** ••• * *. ** * •• ****. * * •• *** **. * •• * * * * * ** * **. *** * *. ** * *. * •• * * * ** .... ** * *. * **. * •••••• Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4 . This may indicate the need for additional cross sections. CROSS SECTION RIVER: Spring Creek REACH: Tributary B INPUT Description: RS: 0 Station Elevation Data num'"" Sta Elev Sta Elev 302 181 300 316 302 Manning's n Values num= Sta n Val Sta n Val Sta Elev 205 298 Sta n Val * * *'* ............. * * * * * * * .. *. *. * ** •• * * * * * ** * * * .... *. * ••• * .06 181 .045 220 .06 Bank Sta: Left Right Lengths: Left Channel 181 220 100 100 CROSS SECTION OUTPUT Profile #PF l • E.G. El ev (ft) 301.74 Element • Vel Head (ft) 0. 01 '* Wt . n-Val. Sta Elev Sta Elev 213 298 220 300 Right Coe ff Contr. Expan. 100 . l . 3 Left OB * Channel '* Right OB * 0.060 0.045 0.060 w.s. El ev (ft) 301. 7 3 * Reach Len. (f t) 0.00 0. 00 0 . 00 * Crit W.S . (ft) . Flow Area (sq ft) 135.34 114. 45 71. 78 * E.G. Slope (ft/ft) • 0 . 000311 * Area (sq ft) 135. 34 114. 45 71. 78 Q Total (cfs) 218 .00 . Flow (cfsl 53. 68 135. 85 28. 47 . Top Wi dt h (ft) 278 . 53 . Top Width (ft) 156. 52 39. 00 83. 01 * Vel Total (f t /s ) 0 .68 • Avg. Vel. (ft/s) 0. 40 1.19 o. 40 • Max Chl Dpth I ft l 3 .73 . Hydr. Depth (ft) o. 86 2. 93 0.86 • Conv. Total lcfs) 12354 .1 * Conv. (cfsl 3042. 2 7698. 5 1613.4 * Length Wtd. (ft) 0. DO * Wetted Per. (ft) 156. 53 39. 36 83. 03 • Min Ch El (f t) 298. DO + Shear (lb/sq ft) 0 . 02 0.06 0. 02 • Alpha 2. 04 * Stream Power (lb/ft s ) . 0 . 01 0. 07 0. 01 . Frctn Loss (ft) 0. 00 • Cum Volume (acre-ft) * C & E Loss (ft) 0. 01 * Cum SA (acres) * ***. * ••• * •• * ***. * ••• ** * ... ** * •• * •••• ** * * •••• ** *** * * * * ** •• * •• * ** * •••• ** *** * * + ... * * * ** + •• * *** **** * CROSS SECTION OUTPUT Profile #PF 2 * *** ....... *'*************"' •• * * * * •• * * ***** ***. **. + ..... *. * * * •• * ** ** *** ** *** * * * * ** * *** *. * * * ....... ** ... * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) • Q Total lcfsl • Top Width (ft) * Vel Total I ft/sl • Max Chl Dpth (ft) * Conv. Total (cfs) . Length Wtd . (ft) * Min Ch El (ft) * Alpha . Frctn Loss (ft) * C & E Loss (ft) CROSS SECTION RIVER: Spring Creek REACH: Spring Creek INPUT Description: 301. 91 0. 01 301. 90 •o. 000303 251. DO 301. 94 0. 68 3. 90 . 14421. 7 0. 00 298. 00 2. 04 0 . 00 0. 01 RS: 100 Station Elevation Data num== Sta Elev Sta Elev 0 302 181 300 316 302 Manning • s n Values num- Sta n Val Sta n Val * Element * Wt. n-Val . * Reach Len. (ft) . Flow Area (sq ft) • Area (sq ft) . Flow Ccfs) . Top Width (ft) * Avg. Vel. lft/s) * Hydr. Depth (ft) * Conv. (cfsl * Wetted Per. (ft) • Shear (lb/sq ft) . Stream Power (lb/ft s ) . Cum Vo lume (acre-ft) * Cum SA (acres) Sta Elev Sta 205 298 213 Sta n Val ** * * ** *** ** * * * *** **** *** *** *** ** * * *** ** * ** **** * * .06 181 . 045 220 .06 Bank Sta: Left Right Lengths: Left Channel Right 181 220 100 100 100 CROSS SECTION OUTPUT Profile #PF 1 Left OB "' Channel * Right OB * 0 . 060 0.045 0. 060 0. 00 o. 00 o.oo 163. 09 121. 04 86. 50 163. 09 121. 04 86. 50 67. 90 147 .10 36. 01 171.81 39. 00 91.13 0. 42 1. 22 0. 42 o. 95 3 .10 0.95 3901. l 8451. 7 2068. 9 171. 82 39. 36 91.15 0. 02 o. 06 0.02 . 0. 01 0. 07 0. 01 Elev Sta Elev 298 220 300 Coe ff Con tr. Expan. .1 . 3 **********************************••···············••••++•••••*******************•************* * E.G. Elev (ft) 301. 73 • Element Left OB ' Channel • Right OB • • Vel Head (ft ) 0 .12 * Wt. n-Val. 0 . 060 0. 045 0.060 • w.s. Elev (ft) 301. 61 * Reach Len. (ft) 100.00 100. 00 100.00 * Crit W.S. (ft) * Flow Area (sq ftl 117. 84 109. 94 62. 50 * E.G. Slope (ft/ft) •Q.002614 • Area (sq ft) 117. 84 109. 94 62. 50 * Q Total (cfs) 566. 00 . Flow (cfsl 129. 32 368 .10 68.58 * Top Width (ft) 262. 50 * Top Width (ft) 146. 04 39. 00 77 .46 * Vel Total (ft/s) 1. 95 * Avg. Vel. I ft/s l 1.10 3. 35 1.10 • Max Chl Dpth I ft) 3. 61 . Hydr. Depth (ft) 0. 81 2. 82 0. 81 * Conv. Total (cfsl . 11069.7 * Conv. (cfs) 2529. 2 7199.2 1341. 3 * Length Wtd. (ft) 100 . 00 • Wetted Per. (ft) 146. 05 39.36 77.48 * Min Ch El (ft) 298 . 00 * Shear (lb/sq ft) 0 .13 0. 46 0 .13 * Alpha 2 .03 * Stream Power (lb/ft s ) . 0.14 1. 53 0.14 . Frctn Loss (ft) 0 . 46 . Cum Volume (acre-ft) 0.17 o. 23 o. 09 * c & E Loss (ft) 0 . 03 . Cum SA (acres) 0.25 0. 09 0 .13 * * + ••••• * * ++ * * ++ ••••• ** •••••••• * * •• * * ••••••••• *. * *** * ••• * ** * •• *. ++••. * •••• * ••• * * **. + * * * * ** * * ** + Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) i s less t han 0. 7 or greater than 1. 4 . This may i ndi cate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF 2 • ** ** * •• * * •• * * + * * * * * •••• + •• * + * •••••• + •••••• * * * + * •••• * •• ** ** •• ** +. + * * * •••• ** •• * * •••• + *. * * ** * + •• * . E.G. Elev (ft) 301. 90 * Element Left OB * Channel * Right OB • Vel Head (ft) 0.12 * Wt. n-Val. 0 . 060 0. 045 0.060 * w.s. Elev (ft) 301. 78 * Reach Len. (ft ) 100. 00 100. 00 100. 00 . Crit W.S. (f t) . Flow Area (sq ft ) 143. 58 116. 47 76.15 * E.G. Slope (ft/ft) *O. 002568 * Area (sq ftl 143. 58 116. 47 76.15 . Q Total (cfs) 657. 00 . Flow (cfsl 166. 81 401. 72 88.47 . Top Width (ft) 285.71 . Top Width (f t) 161.21 39. DO 85 . 50 • Vel Total I ft/s l 1. 95 * Avg. Vel. (ft/s ) 1.16 3. 45 1.16 • Max Chl Dpth (ft) 3. 78 Hydr. Depth (ft) 0. 89 2.99 0. 89 • Conv . Total (cfs) . 12963. 7 * Conv. lcfsl 3291 . 5 7926.6 1745.6 • Length Wtd. (ft ) 100. 00 • Wetted Per. (ft) 161. 22 39. 36 85. 52 • Min Ch El I ft l 298. 00 Shear llb/sq ftl 0.14 0. 47 0 .14 * Alpha 2 . 04 . Stream Power (lb/ ft s ) . 0.17 1. 64 0.17 Fr ctn Loss (ft) 0 . 45 . Cum Volume (acre-ft) 0. 21 0. 24 0.11 . C & E Loss (ft) 0 . 04 Cum SA (acres) 0. 28 0. 09 0.15 .. w.s . Elev (ft) 301. 73 + Reach Len. (ft) 0 . 00 0. 00 0. 00 • Crit w.s . (ft) . Flow Area (sq ft) 135. 34 114. 45 71. 78 • E.G. Slope (ft/ft ) ·0.000311 Area (sq ft) 135.34 114. 45 71. 78 * Q Total (cfs) 218. 00 . Flow (cfsl 53. 68 135. 85 28.47 * Top Width (ft) 278. 53 + Top Width (ft) 156.52 39. 00 83. 01 + Vel Total lft/s) 0. 68 +Avg. Vel. (ft/s) 0. 40 1.19 0. 40 ' Max Chl Dpth (ft) 3. 73 . Hydr. Depth (ft) o. 86 2.93 0. 86 + Conv. Total (cfsl . 12354.1 + Conv . (cfs) 3042. 2 7 698. 5 1613.4 • Length Wtd. (ft) 0.00 * Wetted Per. (ft) 156.53 39.36 83. 03 * Min Ch El (ft) 298. 00 . Shear (lb/sq ft) 0. 02 0. 06 0. 02 + Alpha 2. 04 + Stream Power (lb/ft s) . 0. 01 0. 07 0. 01 . Frctn Loss (ft) 0. 00 * Cum Volume (acre-ft) * C .& E Loss (ft) 0. 01 * Cum SA (acres) + + ... ** + ++ *. + + + •• ++ * *. + + + + + * + •• + ...... * * * *. *. * * * ++ + * * ••• + •• ** *. + * +. *. ++. + ........ + .. * * +. +• * + * * ..... * * ++ + CROSS SECTION OUTPUT Profile #PF 2 * * + + + * + ... + + + * * *** ++ +• ..... * +. + * + + + •• + * * ...... + + +. + •• + * + + + + + + + ...... + * + ++ + •• * + + + * * ••• + ++ * + + * * + + + * ++. + + + * * + * E.G. Elev (ft) 301. 91 + Element Left OB ' Channel • Right OB + + Vel Head (ft) 0. 01 + Wt. n-Val. 0. 060 0. 045 0. 060 ... w.s. Elev (ft) 301. 90 * Reach Len. (ft) 0. 00 0. 00 0. 00 '* Crit W.S. (ft) . Flow Area (sq ft) 163. 09 121. 04 86. 50 • E.G. Slope (ft/ft) •o. 000303 + Area (sq ft) 163. 09 121. 04 86. 50 • Q Total lcfs) 251.00 . Flow (cfs) 67. 90 14 7 .10 36. 01 ' Top Width (ft) 301. 94 . Top Width (ft) 171. 81 39. 00 91.13 * Vel Total lft/s) 0. 68 • Avg. Vel. (ft/s) 0. 42 1.22 0. 42 ' Max Chl Dpth (ft) 3.90 ' Hydr. Depth (ft) 0. 95 3 .10 0. 95 * Conv. Total (cfs) . 14421.7 + Conv. (cfsl 3901.1 84 51. 7 2068. 9 • Length Wtd. (ft) 0. 00 + Wetted Per. (ft) 171. 82 39.36 91.15 * Min Ch El (ft) 298. 00 • Shear (lb/sq ft) o. 02 0. 06 0. 02 * Alpha 2. 04 . Stream Power (lb/ft s ) . 0. 01 0. 07 0. 01 . Frctn Loss (ft) 0. 00 Cum Volume (acre-ft) + C " E Loss (ft) 0. 01 * Cum SA (acres) * + + + + * * * * +• * * ++• * * + + + + + + + + * + ** + * ++ + * ++ +. + + +• ....... + + •• + ++ + ++ +. + +. ++ ....... * + + + + + ++ * ++ ** * ....... + ... + + + ++ + CROSS SECTION RIVER: Spring Creek REACH: Spring Creek INPUT Description: RS: 100 Station Elevation Data nums Sta Elev Sta Elev 302 181 300 316 302 Manning's n Values num• Sta n Val Sta n Val Sta Elev 205 298 Sta n Val + + + + + ... + ++ ... + + ..... + + ** +. + •• ++ + ++ * *. + + + ++ * ++ * + + * + + * .06 181 . 045 220 .06 Bank Sta: Left Right Lengths: Left Channel 181 220 100 100 CROSS SE CTI ON OUTPUT Profile #PF 1 Sta Elev Sta Elev 213 298 220 300 Right Coe ff Contr. Expan. 100 .1 .3 + +• ... * + +• + ** + * + * ..... + * •• + + + ++ **'* ....... + + * * ++ * + + + ** •• *. + * + * ++ * + + + + * ..... +• * +. *. +. + + + ++ ++• + * ** + .. + .... + * ...... * E.G. Elev (ft) 301. 73 • Element Left OB ' Channel • Right OB • * Vel Head (ft) 0 .12 '* Wt. n-Val. o. 060 0. 045 0. 060 * W.S. Elev (ft) 301. 61 * Reach Len. (ft) 100. 00 100. 00 l 00. 00 • Crit W.S. (ft) * Flow Area (sq ft) 117. 84 109. 94 62. 50 + E.G. Slope (ft/ft) •0.002614 * Area (sq ft) 117. 84 109. 94 62. 50 * Q Total (cfs) 566. 00 . Flow (cfs) 129.32 368.10 68. 58 ' Top Width (ft) 2 62. 50 ' Top Width (ft) 146.04 39.00 77. 46 • Vel Total (ft/sl 1. 95 * Avg. Vel. (ft/s) 1.10 3.35 1.10 ' Max Chl Dpth (ft) 3. 61 * Hydr. Depth (ft) 0. 81 2. 82 0.81 • Conv. Total (cfs) . 11069. 7 • Conv. (cfs) 2529.2 7199.2 1341. 3 • Length Wtd. (ft) 100.00 * Wetted Per. (ft) 146.05 39. 36 77. 48 * Min Cb El (ft) 298. 00 • Shear (lb/sq ft) 0.13 0. 46 0.13 * Alpha 2. 03 + Stream Power (lb/ft s) . 0.14 1. 53 0.14 . Frctn Loss (ft) 0.46 * Cum Volume (acre-ft) 0.17 0.23 0. 09 • C & E Loss (ft) 0. 03 * Cum SA (acres) 0.25 0.09 0.13 ** + * * ..... + * * ++ + +++++ * * * ....... * * ++ + ........ ++ + + * * * + * * * + + + + + * + + + * + + + + + * * + * * + + * + * * + + ... + + * ... * +• ** + + * + * + * * + ** ... Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0. 7 or greater than 1. 4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #PF + + * ++ ... * + * + .... + * ....... + + .... ** * * .. + ..... ++ * .... + .. + + ... * .... + * * * + * ** + + + + + +• + ... * + + * + .. +• + + * ... * * * *. + * .... *. + * * + * * * +. '* E.G. Elev (ft) 301. 90 * Element Left OB . Channel '* Right OB + '* Vel Head (ft) 0.12 * Wt. n-Val. 0. 060 0. 045 0. 060 + w.s. Elev (ft) 301.78 * Reach Len. (ft) 100. 00 100.00 l 00. 00 * Crit W.S. (ft) * Flow Area (sq ft) 143. 58 116. 47 76.15 • E.G. Slope (ft/ft ) •0.002568 + Area (sq ft) 143. 58 116. 47 76.15 • Q Total (cfsl 657. 00 . Flow (cfs) 166.81 401.72 88. 47 . Top Width (ft) 285. 71 . Top Width (ft) 161.21 39.00 85. 50 * Vel Total (ft/s ) l. 95 * Avg. Vel. (ft/s l l .16 3. 45 1.16 ' Max Chl Dpth (ft) 3. 78 + Hydr. Depth (ft) 0. 89 2.99 0. 89 * Conv. Total (cfs) 12963.7 + Conv. (cfsl 3291. 5 7926. 6 1745.6 . Length Wtd. (ft) l 00. 00 Wetted Per . (ft ) 161. 22 39.36 85. 52 * Min Ch El (ft) 298. 00 . Shear (lb/sq ft) 0.14 0 . 47 0.14 * Alpha 2. 04 • Stream Power (lb/ft s ) 0.17 l. 64 0.17 . Fr ctn Loss (ft) 0 . 45 * Cum Volume {acre-ft ) 0.21 0. 24 0. ll • c & E Loss (ft) 0. 04 * Cum SA (acres) 0. 28 0.09 0.15 * .............. * * ......... * ................... * ...... * * •• * ........... * .......... * ....... * ......... * * ** ......... * ....... * ............................ * ........ . Warning: The conveyance ratio {upstream conveyance divided by downstream conveyance) i s l ess than 0. 7 or greater than 1. 4. This may i ndicate t he need for addi tional cross sections. CROSS SECTION RIVER: Spring Creek REACH: Spring Creek INPUT Description: RS: 0 Station Elevation Data num= Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ........ * * .. * ....... **** •• * ..... ** .... ** ** ***. **. * ••• * •••• ** •• * ***** *. * *** * * * * * ** *. * ** ** * ** 302 181 300 205 297 .5 213 297. 5 220 300 316 302 Manning's n Values num- Sta n Val Sta n Val Sta n Val * * * .... * * * *. ** *** ** •• * ** * •••••••• *** •• * ••• * ** •••• * .06 181 .045 220 .06 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan. 181 220 100 100 100 . l . 3 CROSS SECT ION OUT PUT Profile #PF 1 * ............................ * ................. * ... * ... * ......... ** .............. ** ** * ......... ** * ** * .... * * ** *** * * *. * ......................... ** • E.G. Elev {ft) 301. 24 . Element Left OB • Channel • Right OB * * Vel Head (ft) 0. 46 * Wt. n-Val. 0. 060 0.045 0. 060 . w.s. Elev {ft) 300. 79 . Reach Len . (ft) . Crit W.S. {ft) 300. 57 . Flow Area {sq ft) 27.99 89. 42 14 . 84 • E.G. Slope (ft/ft) '0 .010018 * Area (sq ft) 27.99 89 . 42 14.84 • Q Total {cfs) 566. 00 . Flow {cfs) 37.24 509. 02 19. 75 • Top Width {ft) 147. 93 . Top Width (ft) 71.18 39. 00 37. 75 * Vel Total {ft/s ) 4.28 * Avg. Vel. I ft/sl 1.33 5. 69 1. 33 • Max Chl Dpth (ft ) 3.29 . Hydr. Depth {ft) 0.39 2 .29 0 . 39 * Conv. Total {cfs) 5654. 8 . Conv. (cfs) 372. 0 5085. 5 197. 3 . Length Wtd. {ft) * Wetted Per. {ft) 71.18 39. 56 37. 76 • Min Ch El (ft) 297. 50 . Shear {lb/sq ft) 0.25 1. 41 0.25 • Alpha 1. 60 . Stream Power {lb/ft S) . 0.33 8 .05 0. 33 . Frctn Loss (ft) . Cum Volume {acre-ft) * C & E Loss {ft) * Cum SA (acres) ............ *** ... * ............. * * * * * ......... * ........... * .... * * *** **. *. * * * ***** * ......... * * * * * ....... * ... ***** * **** ....... * ••• CROSS SECTION OUTPUT Profile #PF 2 ..... * * .... * ** •• * ** .... ** •• *** .. * * ** .......... * * ...... ** ................. * * .............. * * *** ** * ... ** * * ... * * ........ * ** ** ..... **** ... . E.G. Elev {ft) 301.41 . Element Left OB * Channel * Right OB * * Vel Head (ft) 0. 48 * Wt. n-Val. 0.060 0. 045 0. 060 * w.s . Elev {ft) 300. 94 . Reach Len. (ft) . Crit W.S . {ft) 300. 79 . Flow Area {sq f t) 39.78 95. 31 21.10 . E.G. Slope (ft/ft) •0.010013 • Area (sq ft) 39.78 95. 31 21.10 • Q Total {cfs) 657. 00 . Flow {cfs) 59.48 565. 98 31. 54 . Top Width {ft) 168. 85 . Top Width I ft) 84.85 39.00 45. 00 * Vel Total (ft/s ) 4.21 * Avg. Vel. I ft/s) 1. 50 5. 94 1.50 • Max Chl Dpth {ft) 3. 44 . Hydr. Depth {ft) 0. 47 2 . 44 0. 47 * Conv. Total {cfs) 6565. 9 * Conv. {cfs) 594.4 5656. 2 315. 2 * Length Wtd. (ft) • Wetted Per. (ft) 84.85 39.56 45. 01 * Min Ch El {ft ) 297. 50 . Shear {lb/sq ft) 0.29 1. 51 0. 29 * Alpha 1. 73 . Stream Power {lb/ft s) . 0. 44 8. 94 0. 44 . Frctn Loss {ft) . Cum Volume (acre-ft) * C & E Loss {ft) . Cum SA (acres) ** * * ..... * ..... * ......... * .... * ** ** ** * * * ..... *** ...... * *. * ....... * ... * *** ....... **. ** * * ** * * ** ..... ** ** ** * **. ** *** ..... ** SUMMARY OF MANNING'S N VALUES River: Spring Creek Reach River Sta. nl n2 n3 •Tri butary A 927 . 03* .027* . 03* *Tributary A 825 . 03* . 027* . 03* *Tributary A 750 *Culvert *Tributary A 663 . 03* .027' . 03* *Tributary A 492 . 03* . 027* . 03' *Tributary A 252 . 03* . 027* . 03* *Tributary A . 06* . 045' . 06* *Tributary B 2464 . 06* .045' . 06* *Tributary B 2088 . 03* . 045* . 06* *Tributary B 1652 . 03* . 045* . 06* *Tributary B 1306 . 03* . 045* . 06* •Tributary B 1217 •culvert *Tributary B 1163 . 03* . 045* . 06* *Tributary B 615 . 06* . 045' .06* *Tri butary B 0 . 06* . 045* . 06* *Spring Creek 100 . 06* . 045* . 06' *Spring Creek 0 . 06* . 045* . 06* * ....... ** .. * * ..... * *** * *** *** ............................... * * .. * ....... * * * * * * * ....... * ....... * .. * * * * SUMMARY OF REACH LENGTHS River: Spring Creek •••• * ................................ **. * ••••••••••••• *** .......... . Reach River Sta. Left • Channel • Right ································································· *Tributary A *Tributary A *Tributary A *Tributary A '*Tributary A +Tributary A "'Tributary A *Tributary B *Tributary B *Tributary B *Tributary B "'Tributary B "'Tributary B *Tributary B *Tributary B *Spring Creek *Spring Creek 927 825 750 663 492 252 2464 2088 1652 1306 1217 1163 615 0 100 0 260' 260' *Culvert 170' 240' 250' 100' 1850' 435• 346"' 143* *Culvert 550' 615' 100' 100' ioo• 260* 260' 170* 240* 250' 100' 1850' 435• 346* 143' 550' 615' 100' 100' 100' 260+ 260' 170' 240' 250' 100' 1850• 435• 346' 143* 550' 615' 100* 100' 100' ••••• * •••••••• * ••• * * *. * * * •••••••••• * ** ** ............... * .... ** ••••••• **** ** ••• * ** ••••• ***** * * ••••••••• ***** ** *** •• * **** ••••••••• * •••••• ** * *******. **. SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Spring Creek Reach '*Tributary A *Tributary A *Tributary A *Tributary A *Tributary A *Tributary A *Tributary A *Tributary B *Tributary B *Tributary B *Tributary B "'Tributary B *Tributary B '*Tributary B *Tributary B •spring Creek *Spring Creek River Sta. * Con tr. * Expan. 927 825 750 663 492 252 0 2464 2088 1652 1306 1217 1163 615 0 100 0 *Culvert *Culvert .1 • .1 • .1 • .1 • .1 • .1 • .1 • .1 • .1 • .1 • .1 • .1 • .1 • .1 • .1 • .3' .3' .3• .3• .3• . 3• . 3• .3' .3' . 3• . 3* . 3* • 3* . 3* • 3* Profile OUtput Table -Standard Table l • Reach * River Sta * Profile * Q Total • Min Ch El * W.S. Elev • Crit W.S. * E.G. Elev • E.G. Slope * Vel Chnl * Flow Area • Top Width • Froude # Chl • . . lcfs) • (ft) • (ft) • (ft) • (ft) • (ft/ft) • (ft/s) • (sq ft) (ft) • *'* * *. ** ......... * * * * * ** ** •••• . Tributary A . 927 . PF l 4 64. 00 • 302. 00 • 303. 72 . 303. 72 • 304.45 • 0. 009615 • 6. 87 . 67. 54 4 6. 61 . 1. 01 . . Tributary A . 927 . PF 2 541.00 • 302. 00 • 304.14 . 303.89. 304. 72 • 0.006761 . 6.12 . 88.39 55. 71 • 0. 86 • * Tributary A . 825 . PF 1 464.00 • 300.00 • 303. 58 . 301. 79 • 303. 74 . 0. 000858 . 3.28 . 141.59 47 .20 • 0.33 . • Tributary A . 825 . PF 2 541. 00 • 300. 00 • 303. 96 • 301. 97 . 304.13. 0. 000817 . 3. 38 . 159.83 48.81. 0. 33 • . Tributary A . 750 • Culvert * • Tributary A . 663 . PF 4 64 . 00 • 299.00. 303. 12 . 303.16 • 0. 000227 . l. 62 . 286.59 104.20. 0.17 . . Tributary A . 663 . PF 541. 00 • 299.00 • 303. 42 . 303.46. 0. 000235 • 1. 70 * 319. 08 111. 29 • 0 .18 . Tributary A . 492 . PF 4 64 . 00 • 298. 50 • 303.07 . 303.12 • 0.000188. l. 77 . 275. 56 104.29. 0 .16 * Tributary A 492 . PF 541. 00 • 298.50. 303.37 • 303.42. 0.000196. 1. 88 . 308. 22 114.80. 0.17 . . Tributary A . 252 . PF 4 64. 00 • 298.00. 302 .12 . 301. 97 . 302. 91 . 0.007355. 7 .14 . 65. 26 37.64 . 0. 90 • . Tributary A . 252 PF 541. 00 . 298.00 • 302. 21 . 302. 21 . 303.19. 0. 008531 . 7.93 . 68. 98 41.28 • 0. 97 • River: Spring Creek + ++ + + * + + + * * + * + * * * * ** * + * ++ .. ++ +++. * * .... * ... * * *. ++ +. * + * .... + .... * * + ++ ... + * + ... Reach River Sta. Left + Channel + Right * * + ... + + * + ••• ** * * * * *. *. + * * * * * * * + +. * * •• * * •• + * •••• + *. * + •••• * .. ** •••••• *Tributary A *Tributary A *Tributary A *Tributary A *Tributary A *Tributary A *Tributary A *Tributary B •Tributary B *Tributary B •Tributary B *Tributary B *Tributary B *Tributary B *Tributary B •spring Creek •spring Creek 927 825 750 663 492 252 0 2464 2088 1652 1306 1217 1163 615 0 100 0 260• 260• *Culvert 170* 240* 250* loo• 1850• 435• 345• 143* •culvert 550• 615• loo• ioo• loo• 260• 260• 170• 240• 2so• 100• 1850• 435+ 346* 143* 550' 615• loo• 100• 100• 260* 260• 170' 240* 250* 100• 1850• 435' 34 6' 143' 550' 615' loo• 100• loo• ... + * ..... + * * +. * * *. * + *. *. * ••••• * + * •• *. *. * + •• * + * ++ ++ * + * + * * * ** .... * + * *. * • • ++ * * * + ** *. ++++++ ++. + *. * * * *. + + * ..... + *. * + * •• * * ** * ••• *. ** *** •• *. * + * * * *. * *. * ** * * * * * * SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Spring Creek Reach River Sta. * Contr. • Expan. * ++ ++ * * * •• + *. * •• * * * * •• ** *. ** + * *. + * *. ** * * + * * + * * * *. * * •• *. *Tributary A 927 .1 • . 3• *Tributary A 825 .1 • . 3• *Tributary A 750 *Culvert *Tributary A 663 .1 • . 3• •Tributary A 492 .1• . 3* *Tributary A 252 .1 • . 3• *Tributary A .1 • . 3* *Tributary B 2464 .1 • . 3• *Tributary B 2088 .1 • . 3• *Tributary B 1652 .1• . 3* •Tributary B 1306 .1• • 3* •Tributary B 1217 *Culvert *Tributary B 1163 .1 • . 3• *Tributary B 615 .1• . 3• *Tributary B 0 .1 • . 3* *Spring Creek 100 .1 • . 3* *Spring Creek .1 • . 3• * * * *. * * *. + * * •• * * ••••••••• +. ***. * * •••••• * •• + •• * ••• * * •• *. Profile Output Table -Standard Table l ..... + * * •• *. *. * ••• + ••• * •••• * * •••• * *. * •• +++. ***• ++. * •••••• * ••• + ...... ++ + ••• * •• + ** * •• + •• *. + ........... * •••••• * * + •• ++ + ........... *. * ............ * *. * •• * Reach * River Sta • Top Width * Froude # Chl • . (ft) • * Profile • Q Total * Min Ch El * W.S. Elev * Crit W.S. * E.G. Elev * E.G. Slope * Vel Chnl * Flow Area (cfs) • (ft) • (ft) • (ft) • (ft) • (ft/ft) • (ft/s) • (sq ft) •• + ++ + ........... + * + •••• +. ++ * * + •• * +. + + ••• ++ * + ** + + + * * ••• ** ** + + ... ++ + •• * •• *. * + + * + +. + + ** * * •• ++ ** *. * **. * + ............. * * *. * •••• * ••••• * * * * ++ + •• ++ +. + ••••• +++++ ..................... . Tributary A . 927 . PF 4 64. 00 . 302. 00 . 303. 72 . 303. 72 . 304. 4 5 . 0. 009615 . 6. 87 . 67 . 54 4 6. 61 . l. 01 . . Tributary A . 927 . PF 2 541. 00 . 302. 00 . 304 .14 . 303. 89 . 304. 72 . 0.006761 . 6 .12 . 88 . 39 55. 71 . 0. 86 . . Tributary A . 825 . PF 4 64. 00 . 300. 00 . 303. 58 . 301. 79 . 303. 7 4 . 0.000858 . 3.28 . 141. 59 47 .20 . 0. 33 . . Tributary A . 825 . PF 2 541. 00 . 300. 00 . 303.96 . 301. 97 . 304 .13 . 0. 000817 . 3. 38 . 159. 83 48.81 . 0.33 . . Tributary A . 750 . Culvert . Tributary A . 663 . PF l 464.00 . 299.00 . 303 .12 . 303 .16 . 0. 000227 . l. 62 . 286.59 104.20. 0 .17 . . Tributary A . 663 . PF 2 541. 00 . 299. 00 . 303.42 . 303. 4 6 . 0. 000235 . 1. 70 . 319. OB 111. 29 . 0 .18 . . Tributary A . 492 . PF 4 64. 00 . 298. 50 . 303. 07 . 303 .12 . 0.000188 . l. 77 . 275.56 l 04. 29 . 0 .16 . . Tributary A . 492 . PF 541 . 00 . 298. 50 . 303.37 . 303. 42 . 0. 000196 . l. 88 . 308. 22 114.80. 0 .17 . . Tributary A . 252 . PF 4 64. 00 . 298. 00 . 302 .12 . 301. 97 . 302. 91 . 0. 007355 . 7.14 . 65. 26 37 .64 . 0 .90 . . Tributary A . 252 . PF 541. 00 . 298 . 00 . 302. 21 . 302. 21 . 303.19 . 0. 008531 . 7.93 . 68. 98 41. 28 . 0. 97 . * Tri butary A . 0 . PF 566. 00 • 298 . 00 301.61 . 301. 73 • 0.002614 . 3. 35 . 290. 27 262.50 • 0. 35 • * Tributary A . 0 . PF 657.00 • 298.00 • 301. 78 . 301. 90 • 0.002568 • 3. 45 * 336. 21 285. 71 . 0. 35 * * Tributary B 2464 PF 88.00 . 320.00 . 322. 65 * 321. 82 . 322. 70 * 0.002312 . 2 .14 * 65.66 122. 99 * 0. 30 * * Tributary B * 2464 . PF 102.00 . 320.00 . 322. 7 3 . 321. 94 * 322. 79 • 0.002323 • 2. 22 * 76. 94 136.84 . 0. 30 .. . Tributary B . 2088 . PF 155. 00 * 315.00 . 316.15 * 315.69 • 316.22 . 0.004647 * 2.13 .. 77.10 129.33 * 0. 39 * * Tributary B * 2088 * PF 180.00 * 315.00 . 316.22 * 315. 75 * 316.29 • 0.004629 • 2. 23 . 86. 28 133.69. 0. 39 * * Tributary B . 1652 . PF 155.00. 310.00 • 311.51 . 311.51 . 311. 83 • 0. 035959 • 4. 52 . 34. 29 55.68 . ). 02 • . Tributary B . 1652 . PF 180.00 • 310.00. 311.59. 311.59 • 311. 92 • 0. 035699 • 4. 61 . 39. 09 61. 42 • 1. 02 .. * Tributary B . 1306 ' PF 218.00 . 305. 50 . 310.10 . 307. 38 . 310 .11 . 0.000105 • 0. 79 . 344.74 228. 4 6 • 0. 07 .. * Tributary B . 1306 * PF 251. 00 • 305. 50 • 310.49 • 307. 50 • 310.50 • 0. 000073 . 0. 71 . 438. 72 253.42. 0. 06 * * Tributary B . 1217 . Culvert * . Tributary B . 1163 . PF 218.00 • 305. 00 • 306.83. 306.83. 307.49 . 0.027984 . 6. 52 . 33. 43 25.61 . l. 01 • * Tri butary B . 1163 . PF 2 251. 00 . 305. 00 • 306.97 . 306. 97 . 307. 68 • 0.027482 • 6. 74 . 37. 24 26.77 . ). 01 * . Tributary B . 615 . PF l 218.00. 299.00 • 302.10 * 302 .19 • 0.002674 . 2. 4 8 • 87.98 49. 07 • 0 . 33 • * Tri butary B * 615 • PF 2 251.00 . 299.00 • 302. 26 . 302. 37 . 0. 002877 . 2.61 . 96.14 52 . 44 . o. 34 * . Tributary B . 0 . PF 218.00. 298.00 • 301. 73 . 301. 74 • 0. 000311 . 1.19 • 321. 58 278.53. 0.12 • . Tributary B . 0 . PF 251. 00 • 298.00. 301.90 . 301. 91 . 0. 000303 • l. 22 • 370.64 301. 94 . 0 .12 • * Spring Creek * 100 . PF 566. 00 • 298. 00 • 301. 61 * 301. 73 • 0.002614 . 3. 35 • 290.27 2 62.50. 0. 35 • • Spring Creek * 100 . PF 657.00 * 298.00 . 301. 78 * 301. 90 • 0.002568 • 3 . 45 * 336.21 285. 71 . 0. 35 • . Spring Creek • * PF 1 566. 00 * 297. 50 . 300. 79 • 300. 57 * 301. 24 . 0.010018 * 5. 69 * 132. 26 147.93 * 0. 66 • • Spring Creek • * PF 2 657 . 00 . 297. 50 * 300.94 . 300. 7 9 . 301. 41 . 0. 010013 . 5. 94 . 156 .19 168.85. 0. 67 • * *. *. ** * * •••••• * * * * * ** *** **** •••• * * * * * ••••• * * * * ... * ** ......... * •• * ......... * ...... * •• * * *. * * *. ** *. * •••• **** * ••• * ••• * ... * * * * ••• * * * .... *** .. * ** * * *** * ... * * * * •• ** * ............ * * * * HEC-RAS Plan-Plan 01 Reach River Sta Profile Q Total MinCh8 w.s. Elev Crt!W.S. E.G. Elev E.G. Slope Veletnl Flow Area Top Width Froude#Chl (cfs) (II) (ft) (II) (II) (ftllt) (Ills) (sq ft) (ft) TributaryA 927 PF 1 464.00 302.00 303.72 303.72 304.45 0.009615 6.87 67.54 46.61 1.01 TributaryA 927 PF2 541.00 302.00 304.14 303.89 304.72 0.006761 6.12 88.39 55.71 0.86 TributaryA 825 PF 1 464.00 300.00 303.58 301.79 303.74 0.000858 3.28 141.59 47.20 0.33 Tributary A 825 PF2 541.00 300.00 303.96 301.97 304.13 0.000817 3.38 159.83 48.81 0.33 TributaryA 750 Cl.Nert Tributary A 663 PF 1 464.00 299.00 303.12 303.16 0.000227 1.62 286.59 104.20 0.17 TributaryA 663 PF2 541.00 299.00 303.42 303.46 0.000235 1.70 319.08 111.29 0.18 TributaryA 492 PF 1 464.00 298.50 303.07 303.12 0.000188 1.77 275.56 104.29 0.16 TriDUt8!yA 492 PF2 541.00 298.50 303.37 303.42 0.000196 1.88 308.22 114.80 0.17 TributaryA 252 PF 1 464.00 298.00 302.12 301.97 302.91 0.007355 7.14 65.26 37.64 0.90 Tributary A 252 PF2 541.00 298.00 302.21 302.21 303.19 0.008531 7.93 88.98 41.28 0.97 TributaryA 0 PF1 566.00 298.00 301.61 301.73 0.002614 3.35 290.27 262.50 0.35 ' Tributary A 0 PF2 657.00 298.00 301.78 301.90 0.002568 3.45 336.21 285.71 0.35 Tributary B 2464 PF1 88.00 320.00 322.65 321.82 322.70 0.002312 2.14 65.66 122.99 0.30 Tributary B 2464 PF2 102.00 320.00 322.73 321.94 322.79 0.002323 2.22 76.94 136.84 0.30 Tributary B 2088 PF 1 155.00 315.00 316.15 315.69 316.22 0.004647 2.13 77.10 129.33 0.39 Tributary B 2088 PF2 180.00 315.00 316.22 315.75 316.29 0.004629 2.23 86.28 133.69 0.39 TributaryB 1652 PF1 155.00 310.00 311.51 311.51 311.83 0.035959 4.52 34.29 55.68 1.02 TributarvB 1652 PF2 180.00 310.00 311.59 311.59 311 .92 0.035699 4.61 39.09 61 .42 1.02 Tributarv B 1306 PF 1 218.00 305.50 310.10 307.38 310.11 0.000105 0.79 344.74 228.46 0.07 Tributary B 1306 PF2 251.00 305.50 310.49 307.50 310.50 0.000073 0.71 438.72 253.42 0.06 TriDUUllV B 1217 CUvert Tributary B 1163 PF 1 218.00 305.00 306.83 306.83 307.49 0.027984 6.52 33.43 25.61 1.01 Tributary B 1163 PF2 251.00 305.00 306.97 306.97 307.68 0.027482 6.74 37.24 26.77 1.01 Tributary B 615 PF 1 218.00 299.00 302.10 302.19 0.002674 2.48 87.98 49.07 0.33 ~ Tributary B 615 PF2 251.00 299.00 302.26 302.37 0.002877 2.61 96.14 52.44 0.34 Tributary B 0 PF 1 218.00 298.00 301.73 301.74 0.000311 1.19 321.58 278.53 0.12 Tributary B 0 PF2 251.00 298.00 301.90 301.91 0.000303 1.22 370.64 301.94 0.12 Spring Creek 100 PF1 566.00 298.00 301.61 301 .73 0.002614 3.35 290.27 262.50 0.35 Spl1ngCreek 100 PF2 657.00 298.00 301.78 301 .90 0.002568 3.45 336.21 285.71 0.35 / ' Spring Creek 0 PF 1 .. 566.00 297.50 / 300.79 , 300.57 30124 0.010018 5.69 132.26 147.93 0.66 Sp11nQCreek 0 PF2. ' 657.00 297.50 , 300.94 _, 300.79 301 .41 0.010013 5.94 156.19 168.85 0.67 \ ~ HEC-RAS Plan-Plan 01 Reach River Sta Profile QTo1al Min ChB w.s. Elev Crt!W.S. E.G. Elev E.G. Slope Velctnl Flow Area Top Width Froude#Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (His) (sq ft) (ft) TributaryA 927 PF 1 464.00 302.00 303.72 303.72 304.45 0.009615 6.87 67.54 46.61 1.01 TributuyA 927 PF2 541.00 302.00 304.14 303.89 304.72 0.006701 6.12 88.39 55.71 0.86 Tributary A 825 PF 1 464.00 300.00 303.58 301 .79 303.74 0.000858 3.28 141.59 472 0 0.33 TributaryA 825 PF2 541.00 300.00 303.96 301.97 304.13 0.000817 3.38 159.83 48.81 0.33 TributaryA 750 C!Avert TributaryA 663 PF 1 464.00 299.00 303.12 303.16 0.000227 1.62 286.59 10420 0.17 Tributary A 663 PF2 541.00 299.00 303.42 303.46 0.000235 1.70 319.08 11129 0.18 Tributary A 492 PF1 464.00 298.50 303.07 303.12 0.000188 1.77 275.56 10429 0.16 TributuyA 492 PF 2 541.00 298.50 303.37 303.42 0.000196 1.88 30822 114.80 0.17 Tributary A 252 PF 1 464.00 298.00 302.12 301.97 302.91 0.007355 7.14 6526 37.64 0.90 TributaryA 252 PF2 541.00 298.00 30221 3022 1 303.19 0.008531 7.93 68.98 4128 0.97 Tributary A 0 PF 1 566.00 298.00 301.61 301.73 0.002614 3.35 29027 262.50 0.35 " Tr1butaryA 0 PF2 657.00 298.00 301.78 301.90 0.002568 3.45 33621 285.71 0.35 Tributary B 2464 PF 1 88.00 320.00 322.65 321.82 322.70 0.002312 2.14 65.66 122.99 0.30 Tributary B 2464 PF2 102.00 320.00 322.73 321.94 322.79 0.002323 2.22 76.94 136.84 0.30 TributuyB 2088 PF 1 155.00 315.00 316.15 315.69 316.22 0.004647 2.13 77.10 129.33 0.39 Tr1butary B 2088 PF2 180.00 315.00 316.22 315.75 316.29 0.004629 2.23 8628 133.69 0.39 Tributary B 1652 PF 1 155.00 310.00 311.51 311.51 311.83 0.035959 4.52 34.29 55.68 1.02 Tributary B 1652 PF2 180.00 310.00 311.59 311.59 311.92 0.035699 4.61 39.09 61.42 1.02 Tributary B 1306 PF 1 218.00 305.50 310.10 307.38 310.11 0.000105 0.79 344.74 228.46 0.07 Tributary B 1306 PF2 251.00 305.50 310.49 307.50 310.50 0.000073 0.71 438.72 253.42 0.06 I Tributary B 1217 ClAvert Tributary B 1163 PF 1 218.00 305.00 306.83 306.83 307.49 0.027984 6.52 33.43 25.61 1.01 Tributary B 1163 PF2 251.00 305.00 306.97 306.97 307.68 0.027482 6.74 3724 26.77 1.01 TributuyB 615 PF 1 218.00 299.00 302.10 302.19 0.002674 2.48 87.98 49.07 0.33 Tributary B 615 PF2 251 .00 299.00 30226 302.37 0.002877 2.61 96.14 52.44 0.34 Tributary B 0 PF 1 218.00 298.00 301.73 301.74 0.000311 1.19 321.58 278.53 0.12 Tributary B 0 PF2 251.00 298.00 301.90 301.91 0.000303 1.22 370.64 301.94 0.12 Spring Creek 100 PF 1 566.00 298.00 301.61 301.73 0.002614 3.35 29027 262.50 0.35 .Spring Creek 100 PF2 657.00 298.00 301.78 301.90 0.002568 3.45 33621 285.71 0.35 ./ ' Spring Creek 0 PF 1 ' 566.00 297.50 / 300.79 I 300.57 30124 0.010018 5.69 13226 147.93 0.66 Spring Creek 0 PF2. \. 657.00 297.50 /' 300.94 .I 300.79 301.41 0.010013 5.94 156.19 168.85 0.67 \ ~ '' EXHIBITF HYDRAULIC GRADE LINE DRAWINGS 5 YEAR PRE vs. POST -~ 200 -J-~~~~~~~~~--tt~~r--~~~~~~~~~~~~ 0 - 0 5 10 15 TIME (HRS) 20 25 30 FPrel ~ 450 400 350 300 -"' LL 250 (J -3: 200 0 ..J LL 150 100 50 0 0 5 10 YEAR PRE vs. POST 10 15 TIME (HRS) 20 25 30 -' r 500 450 400 350 Cii 300 LL 0 -250 3: 0 ..J 200 LL 150 100 50 0 0 5 25 YEAR PRE vs. POST 10 15 TIME (HRS) 20 25 30 FPrel ~ 50 YEAR PRE vs. POST -en LL 0 i 300 -+-~~~~~~~~~--~-+-~~~~~~~~~~~- o ..J LL 0 5 10 15 TIME (HRS) 20 25 30 FPrel ~ ,.. ... 100 YEAR PRE vs. POST -~ 400 -1-~~~~~~~~~-ff-~---"1--~~~~~~~~~~~-o -~ 0 300 -1-~~~~~~~~~---~~---\-~~~~~~~~~~~..J LL 0 5 10 15 TIME (HRS) 20 25 30