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29351IE 2 q . 3 Z5 / a F or Property Located . p 4 in the ,Northwest - Quarter of Section 29, T5S., RM; SBM La Quintag. California La. Valley'P.1 uinta Q s BERRYMAN & HENIG l 1VIa ' No. 31172 ' JED LAN CHECK Y p N P OJ. NO 7.7 TYPE PLar•; '; -iK NO DATE REC:' _ M ' S GR. f s' Y I F, GH GR. �s CISE GR: SION CON. o IMP. = v r RM DRAIN R0/HYDRA ATER evised February 6, .2004 T•, FFIC SIG. BSI & STRIPING Prepared for: DSCAPE rib E '... • • • . LUU dim De lo ment, '4 41910 Boardwalk, Suite A-10. Palm Desert; California- Main'ero, Smith and Associates, Inc_. . Plannin % Civil Digineering /Land Sury ' in 777. East Tafiquitz'Canyon Way; Suite 301 / Palm Springs, California 92262 -6784 Tele :. hone (760) 320 -9811 /.FAX' (760) 323 -7893 - w � � � }.. '...I .- - �� .P L�. ������ %tiYi,Xk���il� �5.+' ' r�� f��E.e.�M�a s.,: � `� � ".G�M� M. _ R�A.Ir.. �5 �T�.'�95 A.'..�£.,,� � � p S•. F or Property Located . p 4 in the ,Northwest - Quarter of Section 29, T5S., RM; SBM La Quintag. California La. Valley'P.1 uinta Q s BERRYMAN & HENIG l 1VIa ' No. 31172 ' JED LAN CHECK Y p N P OJ. NO 7.7 TYPE PLar•; '; -iK NO DATE REC:' _ M ' S GR. f s' Y I F, GH GR. �s CISE GR: SION CON. o IMP. = v r RM DRAIN R0/HYDRA ATER evised February 6, .2004 T•, FFIC SIG. BSI & STRIPING Prepared for: DSCAPE rib E '... • • • . LUU dim De lo ment, '4 41910 Boardwalk, Suite A-10. Palm Desert; California- Main'ero, Smith and Associates, Inc_. . Plannin % Civil Digineering /Land Sury ' in 777. East Tafiquitz'Canyon Way; Suite 301 / Palm Springs, California 92262 -6784 Tele :. hone (760) 320 -9811 /.FAX' (760) 323 -7893 - .l - / a �. v�% F . �� _ r .l - / a �. / . �� For Property Located t . ' in the•Northwest. Quarter of.Section 29, T5S.; RM', SBM - La Quinta, California.. uita Valle Plaza Q La y Parcel Map. No. 31172 V%offS p ° �✓/�� �Z NO. 43580, - � '� • � •3oas �+ .s Revised February.6, 2004: sr9r c�y4� ��P F 4F CAL1Fa� Prepared for: y Kleine,Budlding Development; Inc..''. 41910 Boardwalk, Suite A -10 y j Palm Desert, California Mainiero, Smith and .Associates, Inc.. Planning %Civil En ineerin : l LandSurveying 777 East Tahquitz'Canyon Way,. Suite 301 / Palm Springs,- California 92262 -6784 Telephone (760) 320 -9811 / FAX (760) 323 -7893 i 5 02/19,'2004 12:37 7603237893 MSA PAGE 02/02 a - Introduction La Quinta Valley Plaza (Parcel Map 31172) proposes a commercial center situated in a portion of Section 29, Township 5 South, Range 7 East, San Bernardino Meridian (See Vicinity Map). This project falls within.the previous approved la Quinta Corporate Centre, Parcel Map 29651 project. Existing Conditions The Flood Insurance Rate Map for Riverside County, prepared by the Federal Emergency Management Agency (FEMA), designates the project site as zone "x' (Shaded and Non - Shaded) . Zone "X" (Shaded) is defined as areas of 500 -year flood and protected by levees from 100 -year flood; Zone "X" (Non - Shaded) Is defined as areas determined to be outside. the 500 -year flood plain-(see FEMA Map).. The project does not receive signtflcant, offsite flows. Hydrology Requirements The City of La Quinta has flood control jurisdictign for this project. The City has given prior approval to the La Quinta Corporate Centre (Parcel Map 29351) to drain runoff to the CV-WD Whitewater River Stormwater Channel (see La Quinta Corporate Centre, Parcel Map 29351 Hydrology and Hydraulics Report; copy attached for reference). A 30 -inch storm drain was constructed from the Whitewater Channel to the west end' of Corporate Center Drive (Industrial Road on PM 29661 - Improvement Plan): . Our project will convey on -site flows to the existing catch basin at the west end of Corporate Center Drive. Per our meeting with Steve Speer (City) on February 3, 2004; the flows,. adjacent to our project boundary and tributary to the existing catch basin in Hwy. 111 (in front of -USA Gasoline Station), will be analyzed and conveyed In the our proposed storm drain system. This offshe flow was' not anticipated In the approved La Quinta Corporate Centre Hydrology and Hydraulics Report. The storm dram analysis will begin at the existing outlet at the Whitewater River. The beginning HGL, at the outlet, will be the some as shown In the previous hydrology and. hydraulics report (elev. 46.53), with 0.53 -feet added to compensate for the losses In the existing drywell (this drywell is near the channel and is not Included In the storm drain analysis). The storm drain system is designed to maintain the hydraulic grade line (HGL) below proposed catch basin openings. Hydrologic and Hydraulic Methods Hydrologic Methods -- The Hydrology calculations were provided for pur project area in the La' Quints Corporate Centre Hydrology and Hydraulics. Report, -dated 12115199; identified as Areas C1, C2 and C3 (Hydrology and Hydraulics Report attached)., The hydrology calculations indicate 34.90• cfs in the 100. year storm, and 19.87 cis in the 10 -year storm for 9:55 acres: The- results represent a,165 cfs -to -acre ratio in the 100 -year storm, end a 2.08 ratio in the 10- year.storm. These ratios were used to establish the peak flow rate at each catch basin. . Hydraulic Methods - The Eagle Point Storm -Cad computer. program was used to determine the Hydraulic Grade Line of the storm drains. The Catch Basin Capacity Charts were used to determine the required width, or size, to-capture the 100 -year peak flows. , Proposed Flood Control Improvements The project proposes to install catch basins and storm drains• to collect and convey the. runoff In the 100 - year storm. The tributary areas and peak 100 -year flows rates for these catch basins are shown on the Hydrology Map. Proposed storm drains convey peak flows to the existing catch basin and 30 -inch storm drain at the west end of Corporate Center Drive. - Results The S.tormCad results indicate the Hydraulic Grade Line is below proposed catch basin openings. ' The Catch Basin- Capacity, Charts results indicate the catch basins are' sized to, accept the 100 -year peak. flows. Conclusion In conclusion, La Quinta Valley Plaza - Parcel, Map No. 31172 meets the hydeologic and hydraulic requirements set by the City of La Quinta. l 1 I ' . Conclusion In conclusion, La Quinta Valley Plaza - Parcel, Map No. 31172 meets the hydeologic and hydraulic requirements set by the City of La Quinta. l 1 VICINITY MAP l r VICINITY MAP MILS AVE �0y 0 !' IL w . y� Cy j 0 ORPORATE CE pR C N HIGHWAY 111 N N Z Z _ N Q O � AVENUE 48 w VICINITY MAP N.T.S. yJ r � f 1 l 0 -: 7.: °T' +' :% r'1, s3 ?�5'a., r{�otc - .,, -_;y_ ;�.c+.- f "�,h�&!} �"�� .Y{T• 'u;l�' d. w �f ��� -C.d. �''�,�,}�. .1.� t ..'i`� i s: .,�.'� n. • -3 ;,; >.fi e.'-'._d"..s: _.�s � .9:; "' + ">e:Fr.,- :aa. .r ',:1, .y.r"7 .. ..- �7"`- �'; ? " ^'""' X.r'n F ;�w.ry:7:sr� "✓` s -a.r .,x ) t 'Y� F ' ,�, ✓ - vC 'TO lip Wg a -'ti s d •�-'ss r 9 ..i .fi yrr yt - } -'�s ''F 7,- 1� } ¢rNa: -n•} �rC� �+t �r.`rY ! ywt s „y r 'F �+. f r s x - ' ip ,,y.)• € PAW C�'"t A 4 N 1 4 y�2��� Div � � .' - - Ye '� Sea --ra'3 §-''k'e'25��"• -t� �� ���'� �'� �s (� _-•� f'F W A S 'S -,.,,! s. 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Area of speewl f!boA tieisrd U00•yex ncodi fthCkide ZGrtes A; At•3U: At; AH,AQ A49; Y: V.1 ?30 ANDVE: teci�n x►u not gi 90iclel.Fhaod Herad Area iney De prclecte0 try !laod'coM►ofsL�+cti:fet: Buw,dacia:of'IM hoodiihys wte.u�putct! #,aossseCtiau:snd ii+lerpot2h0 theiweefl aoa SecbonL The: 400d�ijri were IhipcA .on' hym+ jic- comwow-6M wi* mp d toim*i nekids et the Fed" '. Eriiis�cy A�enClt. ficcewipi'r {n;seni xaa a>ay:w +Qo:i!pre.,tc ti+ore.e9; s�+!e• ilboC+oijf ri .ue podded.kj tl}e ibod MyuiirCe.SUZ R-mt l:eitsi pio�'tbgd:�+46ns +ROM � ie,;d'•+rd;ot the fhagliAe:' Fot ++d�otr t�!±Ns: see +teh: D(lnl+0.1t'ap h�deC. 'hiAt °dEPG61'i :Ok?f CIOQf igkrlkYp',DepiinmdP . LF. G�eNL. Cl6io!!ci: f�, (1/spe w.aff.L�i tw flerinoi e�114 �'faf lbtirTehap!h4. tAI r .,u� t TWIC1.Froat:' • 9.�.tnlb FLOOD MAZARp,ti0U0iD1,"*AR REUMON&V. F0000 INSUtI A Nd RATE MAP EFfECnVE. .nAiF 14r1,el4 FLOOD 1ti5URANLE RiI.TE'Ml1F a:EY�Ws1S: Mp :rer�slE Aiwuq 18.1891 tq tl+arge.ecn. dbignMiont, W cfgnp. specut'floolharxd.aaa, to.Odsc•FK+iooa n.bra um to.dr4te �pedei:lb?+.f4a1+`o.. fo:d+nhgi ltaai+,v; p;rdiw`irt�:bwholl ., sndn,wda. oofpoiW.iairiiti: ' 1 '! .e t � � 1 � - � ' I I • I �\ r, .. �� f � 1 i , V User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:02:58 Network: 01 - Storm Drain A Page: 1 ) Sewers Summary Report -Storm ----------------- -- -- -- -- -------------------------------------- -------- - - -- -- pp'� Erg � ' Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up d Downstream Junction. cfs in ft ft ft ft Pipe 1 40.66 30.00 47.06 49.94 44.81 47.80 Outfall Pipe 2 31.39 30.00 50.44* 50. -79* 47.80 48.04 EX' WYE AT EX CB - Pipe 3 28.97 30.00 51.29* 51.60* 48.14 48.39 MH 1 Pipe 4 28 -.20 30.00 52.10* 52.43* 48.39 48.6'7 WYE 1 Pipe 5 26.56 30.00 52.93* 53.10* 48.77 48.93• MH 2 Pipe 6 26,56 30.00 53.30* 53•:52* 48.93 49.15 BEND 2 Pipe 7 5.20 18.00 54.02* 58.47 50.25 57.59- MH 3 Pipe 8 5.20. 18.00 58.67 59.28 57.59 58.22 BEND 3 Pipe 9 2.42 18.00 51.29* 59.25 49.14 58.66 MH 1 Pipe 10 2.42 18.00 59.45 59.73 58.66 59.10' BEND 4 Pipe 11 0.77 18.00 52.,10* 57.52 48.89 57.17 WYE 1 Pipe 12 21.36' 24.00 54.02* 54.79* .49.25 .49.60 MH 3 Pipe 13 21.36 24.00 54.99* 55.11* 49.60 49.65 BEND 5 _ Pipe 14 14 .89 24,00 55.31* 56.61* 49.70 51.21. CB 4 Pipe 15 14.89 24.00 56.81* 57.15* 51.31 51.70 MH 4 Pipe 16 14.89 24.00 57.35* 57.68* 51.60 52.35' MH 5 Pipe 17 10.91 24.00 57.88* 58.07* 52. -45 55.56 DRYWELL 1 Pipe 18 6.24 24.00 58.27* 58.71 55.56 57.76 EX.. CB .5 Pipe 19 3.98 18.00 57.88* 57.91* 53.69 53.80 DRYWELL 1 Pipe 20' 2.56 18.00 58.11* 58.18* 53.80 54.38 CB 6_. Pipe 21, 1.64., 18.00" 55.40 55.77 55.00 55.37 MH 2 Pipe 22 1.64 18.00 55'.97 55.93 55.37 55.43 ' BEND 6 Pipe 23 1.64 18.00 56.13 56.12 55.43 55.53 BEND 7 Pipe 24 9.27 30.00 50.44* 50.47* 47.80 47.90 EX WYE AT EX CB User Name: jde la torre Date: 02- 06 -,04 Project:.1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 1 Sewers Detail Report - PIPE DESCRIPTION: Pipe 1 -- -Storm - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 - Downstream Pipe = Outfall Pipe Material = RCP Pipe'Length = 308.91 ft Plan Length =.308.91 ft Pipe Type = Circular Pipe Dimensions' 30.00 in ` Pipe Manning's "ri" = 0.013 Pipe Capacity at Invert Slope = 40.34 cfs Invert Elevation Downstream = 44.81 ft Invert Elevation Upstream = 47.80 ft Invert Slope - 0.97% Invert Slope (Plan Length) = .0.97% Rim Elevation Downstream = 61.00 ft" Rim Elevation Upstream - 59.05.. ft....,...' Natural Ground Slope = -0.63% Crown Elevation Downstream = 47.31 ft Crown Elevation Upstream = 50.30 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time 5.00 min' Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow... = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac weighted .Coefficient = 0.500 Total Time of Concentration = 9.15 min Total Intensity = 8.74 .in /hr Total Rational Flow = 0.00 cfs Total-Flow = 40.66 cfs Uniform Capacity = 40.34 cfs Skipped.flow = 0.00 cfs Infiltration = 6.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream 47.06 ft HGL Elevation Upstream 49.94 ft HGL Slope = 5.40 % EGL Elevation Downstream = 48.25.ft User Name: jde la torre Date: 02 -06 -04 . Project: 1640 Storm Drain.Alignment and-Anno Time: 10:03:01 Network: 01 - Page: 2 Storm Sewers Detail Report P �IPE l EGL Elevation Upstream. 51.22 ft EGL Slope ='5.57 % Critical Depth = 25.72 in Depth Downstream = 27.00 in Depth Upstream 25.72, in Velocity Downstream = 8.74 ft /s Velocity Upstream = 9.08 ft /s Uniform Velocity Downstream = _ 0.00 ft /s Uniform Velocity Upstream = 8.28 ft /s Area Downstream = 4.65 ft"2 Area Upstream = 4.48 ft ^2 Kj (JLC) - NA . Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description.' escription = <None> Inlet .Type • = Undefined. Computation Case = Sag Longitudinal Slope = 0'.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00'ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = % Flow from Catchment = 0.00 cfs Carryover from previous, inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current inlet = 0.00 cfa Bypassed Flow = 0.09 .cfs Pavement Flow =,0.00 cfs Gutter Flow 0.00 cfs Depth at Curb ="0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total.Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency , 6 Grate Efficiency. Slot Efficiency Total Efficiency = 0.00 $ ..��' PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period 100 Year Rainfall File Tutorial User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03'04 Network: 01 - Page: 3 Storm Sewers Detail Report 2 - -- -PIPE INFORMATION---- Current Pipe = Pipe.2. Downstream Pipe Pipe 1 Pipe Material _ HDpE Pipe Length 59.83 ft Plan Length _ = 59.83 ft Pipe Type = Circular Pipe Dimensions = 30:00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope 25.97 cfs Invert.Elevation Downstream = '47.80 ft ' Invert Elevation Upstream = 48.04 ft. Invert Slope -0.42% Invert Slope (Plan Length) = 0.406 Rim Elevation Downstream, = 59.05 ft Rim Elevation Upstream - = 60.60 ft Natural Ground Slope = 2.596 " Crown Elevation Downstream = 50.30 ft • -Crown Elevation Upstream:. = 50.54 ft -. - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min " Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs inlet Hydrograph Flow = 0.00 cfs -Total Area = 0.00 ac Weighted Coefficient - 0.500 Total Time of Concentration = '81.99 min Total intensity - 8.79 in /hr ' Total Rational Flow = 0.00 cfs Total Flow = 31.39 cfs Uniform Capacity = .25.97 cfa Skipped flow = 0:.00 cfs. Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream = 50.44 ft = 50.79 ft = 0.56 = 51.08 ft = 51.41 ft = 0.56 $ = 22.91 in = 30.00 in 5 User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 4 --- - - - - -- Storm - Sewers - Detail - Report --------------------------------------------------------------------- Depth Upstream ----------- = 30.00 in - - - -�' --------- -- Velocity Downstream = 6.39 ft /s Velocity Upstream = 6.39 ft /s Uniform Velocity Downstream = 6.39 ft/9 Uniform Velocity Upstream = 6.39 ft /s Area Downstream. = 4.91 ft "2 Area Upstream = 4.91 ft ^2 Kj (JLC) - NA Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet = EX WYE AT EX CB Inlet Description = <None> Inl,et.Type = Undefined Computation Case Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency _ * $ Flow from Catchment 0.00 cfs Carryover from previous inlet ='0.00 cfs Total Flow to Current Inlet = 0.00 cfs. Flow Intercepted by Current Inlet 0.00 cfs " Bypassed Flow = 0.00'cfs Pavement Flow = 0.00 cfs Gutter Flow 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint _ 0.00 in " Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter velocity - = 0.00.ft /s Curb Efficiency = • b Grate Efficiency' _ + Slot Efficiency _ • $ Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 ---- RAINFALL ,INFORMATION---- Return Period = 100 Year Rainfall File = Tutorial - -- - PIPE INFORMATION---- . Current Pipe = Pipe 3 Downstream Pipe Pipe 2 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 5 -Storm Sewers Detail Report _ - -- Pipe Material = HDPE Pipe Length = 61.39 ft Plan Length = 61.39 ft. Pipe Type = Circular Pipe Dimensions 30.00 in Pipe Manning's "n" = .0.013' Pipe Capacity at Invert Slope = 26.16 cfs Invert Elevation Downstream 48.14 'ft Invert Elevation Upstream = 48.39 ft Invert Slope = 0.42% Invert Slope (Plan Length) = 0.41% Rim Elevation Downstream 60:60 ft , Rim Elevation Upstream = 61.90 ft Natural Ground Slope =,2.1296 . Crown Elevation Downstream = 50.64 ft Crown Elevation Upstream = 50.89 ft - -- -FLOW INFORMATION---- Catchment Area = 0.00 ac .Runoff Coefficient = 0.500 Inlet Time = 5..00 min Inlet Intensity = 10:24 in /hr Inlet Rational Flow = 0.00 cfs Inlet.Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500. Total Time of Concentration = 8.82 min ; Total Intensity = 8.84 in /hr Total Rational Flow = 0.00 cfs Total Flow = 28.97 cfs Uniform Capacity = 26.16 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -= HYDRAULIC INFORMATION---. - HGL Elevation Downstream = .51.29 ft HGL Elevation Upstream = 51.60 ft HGL Slope = 0.51 8 EGL Elevation Downstream' = 51.84 ft EGL Elevation Upstream = 52.14 ft EGL Slope = 0.•51 8 Critical Depth = 22.03 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.90 ft /s Velocity Upstream =.5.90 ft /s Uniform Velocity Downstream = 5.90 ft /s User.Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain-Alignment and Anno Time: 10:03:01 Network: 01 - Page: 6 Storm Sewers Detail Report Uniform Velocity Upstream ='5.90 ft/s, Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft'2 Kj (JLC) = NA Calculated Junction Loss = 0:500 ft - -INLET INFORMATION--- - Downstream Inlet = MH 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope =.0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter)Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = + Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00,cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread 0.00 ft Total Spread 0.00 ft Gutter Velocity 0.00 ft /s Curb Efficiency = + $ Grate Efficiency + 8 Slot Efficiency Total Efficiency = 0.00'8• PIPE DESCRIPTION: Pipe 4 ' - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial ---- PIPE 'INFORMATION---- current Pipe Pipe 4 Downstream Pipe =.Pipe 3 Pipe Material = HDPE Pipe Length = 69.36 ft Plan Length = 69.36 ft Pipe,Type = Circular User Name: jde la torre Date:.02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 7 Storm Sewers Detail Report i'I'PE r Pipe Dimensions = 30.00'in. Pipe Manning's "n ". = 0.013 Pipe Capacity at Invert.Slope = 26.05 cfs Invert Elevation Downstream = 48.39 ft Invert Elevation Upstream = 48.67 ft Invert Slope - 0.428 Invert Slope -(Plan Length) = 0.408 Rim Elevation Downstream =61.90 ft Rim Elevation Upstream = 62.01 ft Natural Ground Slope = 0.168 Crown'Elevation Downstream = 50.89 ft Crown Elevation Upstream = 51.17 ft .-- - -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs . Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = .0.500 Total Time of Concentration = 8.62 min Total Intensity = 8.90 in /hr Total Rational Flow = 0.00 cfs Total Flow - 28.20 cfs Uniform Capacity = 26.05 cfs Skipped flow = 0.00 cfs ' Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 52.10 ft HGL Elevation Upstream = 52.43 ft HGL Slope = 0.49 8 EGL Elevation Downstream = 52.61'ft EGL Elevation Upstream = 52.94 ft EGL Slope 0.49 8 Critical Depth = 21.73 in Depth Downstream = 30.00 in Depth Upstream 30.00 in Velocity Downstream = 5.74 ft /s Velocity Upstream 5.74 ft /s ' Uniform velocity Downstream ='5.74 ft /s Uniform velocity Upstream = 5.74 ft/8 Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft "2 Kj (JLC) = NA User Name: jde la torre. Date: 02 -06 -04 'Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 8 Storm Sewers Detail Report P' 4.+ Calculated Junction Loss 0.500 ft - - -- -INLET INFORMATION--- - Downstream Inlet = WYE 1 Inlet Description _ <None> Inlet Type = Undefined Computation Case Sag Longitudinal -Slope 0.00 Wit ' Mannings n -value _ 0.000 . ' Pavement Cross -Slope = 0.00 Wit Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter width 0.00 ft ` Ponding Width. 0.00 ft Intercept'Efficiency = Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow, Intercepted by Current Inlet = 0.00 cfs . Bypassed Flow =.0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs ' Depth at Curb = 0.00 in ' Depth at Pavement /Gutter Joint - 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = • Grate Efficiency = t 8 Slot Efficiency _.+ 96 Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 5 . - - -- RAINFALL INFORMATION - - -- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 5 Downstream Pipe = Pipe 4 Pipe Material ='HDPE Pipe Length = 40.08 ft Plan Length 40.08 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" 0.013 Pipe Capacity at Invert Slope = 25.90 cfs Invert Elevation Downstream = 48.77 ft User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno. Time: 10:03:01 Network: 01 - Page: 9 -- - - - - -_ Storm Sewers Detail Report r' Invert Elevation Upstream = 48.93 ft Invert Slope = 0.426 Invert Slope (Plan Length) = 0.406 Rim Elevation Downstream = 62.01 ft Rim Elevation Upstream = 63.20 ft Natural Ground Slope 2.876 Crown Elevation Downstream = 51.27 ft Crown Elevation Upstream = 51.43 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0'.500', Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient 0.500 Total Time of Concentration = 8.50 min Total Intensity = 8.94 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.56 cfs Uniform Capacity = 25.90 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd ----- HYDRAULIC - INFORMATION - - -- HGL Elevation Downstream = 52.93 ft HGL Elevation Upstream = 53.10 ft HGL Slope = 0.44 8 EGL Elevation Downstream = 53.38 ft EGL Elevation Upstream = 53.55 ft EGL Slope = 0.44 6 Critical Depth = 21.09 in 'Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.41 ft /s Velocity Upstream = 5.41 ft /s Uniform Velocity Downstream = 5.41 ft /s Uniform Velocity Upstream = 5.41 ft /s Area Downstream = 4.91 ft"2 Area Upstream = 4.91 ft^2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft • - -- -INLET INFORMATION - - -- _ Downstream Inlet MH 2 User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 10 - -Storm Sewers Detail Report Inlet Description = <None> Inlet Type = Undefined Computation Case _ ,Sag- , 'Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope =.0.00 ft /ft Gutter Cross -Slope 0.00 ft /ft Gutter Local Depression = 0.001 in Gutter-Width = 0.00 ft Ponding Width = 0:00 ft intercept Efficiency . = • 8 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs , Total.Flow to Current Inlet = 0.00 cfs. Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow 0.00 cfs Gutter Flow' 0.00-cfs Depth at Curb. = 0.00 is Depth at Pavement /Gutter Joint 0.00 in Pavement Spread = 0.00 ft Total Spread 0.00,ft Gutter Velocity = 0.00 ft /s Curb Efficiency = • Grate Efficiency = • $ . Slot Efficiency = •. qr . Total Efficiency =.0.00 8 �OWN PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--= - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 6 Downstream Pipe Pipe 5 Pipe Material = HDPE Pipe Length = 53.80 ft Plan Length = 53.80 ft Pipe Type = Circular Pipe Dimensions 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity'at Invert Slope. = 26.22 cfs Invert Elevation Downstream = 48.93 ft Invert Elevation Upstream = 49•.15 ft Invert Slope = 0.428 Invert Slope (Plan Length) = 0.41% Rim Elevation Downstream = 63.20 ft User Name:'jde la torre Date: 02 -06 =04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01. Network: 01 - Page: 11 Storm Sewers Detail Report ?lam l� - Rim Elevation Upstream = 63.15 ft Natural Ground Slope _ -0.09 Crown Elevation Downstream 51.43 ft Crown Elevation Upstream" = 51.65 ft - -- -FLOW INFORMATION - - - -. Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity =-10.24 in /hr Inlet Rational Flow = 0.00 cfa Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 8.33 min Total Intensity = 8.99 in /hr Total Rational Flow = 0.00 cfs Total Flow = 26.56 cfs Uniform Capacity = 26.22 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 53.30 it HGL Elevation Upstream = 53.52 ft HGL Slope = 0.44 8 EGL Elevation Downstream = 53.75.ft EGL Elevation Upstream = 53.98 ft EGL Slope = 0.44 Critical Depth = 21.09 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5:41 ft /s Velocity Upstream = 5.41 ft /s . Uniform Velocity Downstream = 5.41 ft /s Uniform Velocity Upstream = 5.41 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft"2 Kj (JLC) _ NA Calculated Junction Loss = 0.500 ft --- -INLET INFORMATION--- - Downstream Inlet = BEND 2 Inlet Description = <None> Inlet Type. = Undefined Computation -Case = Sag Longitudinal Slope = 0.00 ft /ft User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 12 _. - Storm Sewers Detail Report - - -- -- - - - - -- - -- - - -- ------------------------------------------------- Mannings n-value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = + 8 _ Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfa Total Flow to Current Inlet =-0.00 cfs, Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow _ = 0.00 cfa Depth'at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency Grate Efficiency = ' 6 Slot Efficiency Total Efficiency PIPE.DESCRIPTION: Pipe 7 ---- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe_7' Downstream Pipe Pipe 6 Pipe Material = HDPE Pipe Length = 163.21 ft Plan Length = 163.21 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 22.27 cfs ' Invert Elevation Downstream = 50.25 ft Invert Elevation Upstream = 57.59 ft Invert Slope = 4.55% Invert Slope -(Plan Length) _. 4.506 Rim Elevation Downstream' = 63.15 ft Rim Elevation Upstream = 61.30 ft Natural Ground Slope. _ -1.136 Crown Elevation Downstream = 51.75 ft Crown Elevation Upstream = 59.09 ft - User Name: jde la torre Date:.02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01' Network: 01 - Page: 13 Storm Sewers'Detail Report �r --- -FLOW INFORMATION----- Catchment Area = 0.00'ac Runoff Coefficient 0.500 Inlet Time _ = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.05 min Total Intensity 10.22 in /hr. Total Rational Flow = 0.00 cfs Total Flow = 5.20 cfs _. Uniform Capacity = 22.27 cfs Skipped flow = 0.00 cfs Infiltration 0.00 gpd - - -- HYDRAULIC INFORMATION---- HGL Elevation Downstream 54.02 ft HGL.Elevation Upstream = 58.47 ft HGL, Slope 2.75 6 EGL Elevation Downstream ft EGL Elevation Upstream 58.83 ft EGL, Slope_ = 2.90 6 Critical Depth = 10.54 in Depth Downstream = 18.00 in. Depth Upstream = 10.54 in Velocity Downstream = 2.94 ft /s Velocity Upstream = 4.84 ft /s Uniform Velocity Downstream = 6.80 ft /s Uniform Velocity Upstream_ = 10.28 ft /s Area Downstream = 1,77 ft^2 Area Upstream = 1.08 ft''2 Kj (JLC), - NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION=-- - Downstream Inlet MH 3 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 14 ' Storm Sewers Detail Report PIPE 7 Gutter Width = 0.00 ft Poriding Width = 0.00 ft Intercept Efficiency = * it Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet =.0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs .Gutter Flow = 0.00 cfs Depth at Curb =. 0.'00 in - Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter.Velocity = 0:00 ft/8 Curb Efficiency = + Grate Efficiency _ • $ Slot Efficiency = * $ Total Efficiency = 0.00 4 PIPE DESCRIPTION': Pipe 8 - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION---- Current Pipe = Pipe 8 Downstream Pipe = Pipe 7 Pipe Material = HDPE Pipe Length- = 14.14 ft Plan Length = 14.14 ft Pipe Type = .Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 22.16 cfs Invert Elevation Downstream = 57.59 ft Invert Elevation Upstream = 58'.22 ft Invert Slope = 5.19% Invert Slope (Plan Length) = 4.46% Rim Elevation Downstream = 61.30 ft Rim Elevation Upstream' = 61.80 ft Natural Ground Slope = 3.548_ Crown Elevation Downstream = 59.09 ft Crown Elevation Upstream = 59.72 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient 0.500 User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 15 Storm Sewers Detail Report rte. Inlet Time = 5.00.min Inlet Intensity = 10.24 in /hr Inlet Rational Flow. = 0.00 cfs Inlet Input Flow = 5.20 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = .5'.0O min Total Intensity = 10.24 in/hr Total Rational Flow = 0.00 cfs _ Total'Flow = 5.20 cfs Uniform Capacity = 22.16 cfs Skipped flow 0.00'cfs, Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 58.67 ft HGL Elevation Upstream 59.28 ft HGL Slope = 5.16 8 EGL Elevation Downstream. =.58.90 ft EGL Elevation Upstream = 59.64 ft EGL Slope = 6.31 8" Critical,Depth = 10.54 .in Depth Downstream = 12.94 in Depth Upstream = 10.54 in Velocity Downstream 3.82 ft /s velocity Upstream = 4.84 ft /s Uniform Velocity Downstream 10.25'ft /s Uniform Velocity Upstream 0.00 ft/s. Area Downstream = 1.36 ft"2 Area Upstream = 1.08 ft "2 Kj (JLC) _:NA _ Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet = BEND 3 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag. Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross-Slope. =-0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local.Depression = 0.00 in Gutter Width =.0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = • 8 Flow from Catchment = 0.00 cfs User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment.and Anno Time: 10:03:01 Network: 01 - Page: 16 Sewers Detail Report -Storm Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow- Intercepted by Current inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter -Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread - 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = + b Grate Efficiency .Slot Efficiency + $ Total Efficiency 0.00 % .�� PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION---- Return- Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 9 Downstream Pipe - Pipe 2 Pipe Material = HDPE Pipe Length - 218.00 ft . Plan Length = 218.00 ft Pipe Type - Circular Pipe Dimensions = 18.00 in Pipe•Manning's "n" = 0.013 Pipe Capacity-at invert Slope ='21.94 cfs Invert Elevation Downstream = 49.14 ft Invert Elevation Upstream = 58.66, ft Invert Slope = 4.41% Invert Slope (P1an.Length) = 4.378• Rim Elevation Downstream =.60.60 ft Rim Elevation Upstream 63.10 ft Natural Ground Slope Crown'Elevation Downstream = 50.64 ft Crown Elevation Upstream 60.16 ft - -- -FLOW INFORMATION---- Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time 5.00 min Inlet Intensity 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 17 Storm Sewers Detail Report Inlet Hydrograph Flow = 0:00 cfs Total Area - 0.00 ac .Weighted Coefficient - 0.500 Total Time of Concentration = 5.04 min Total Intensity =•10.22 in /hr ' Total Rational Flow = 0.00 cfs Total Flow = 2.42 cfs Uniform Capacity -'21.94 cfa Skipped flow = 0.00.cfs. Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION---- - HGL Elevation Downstream = 51.29 ft HGL Elevation Upstream = 59.25 ft HGL Slope = 3.68 it EGL Elevation Downstream = 51.32 ft EGL Elevation Upstream = 59.47 ft EGL Slope = 3.77 $ _ Critical Depth = 7.07 in Depth Downstream = 18.00 in Depth Upstream = 7•.07 in Velocity Downstream. = 1.37 ft /s Velocity Upstream = 3.76 ft /s. Uniform Velocity Downstream.. = 5.90 tt /s Uniform Velocity Upstream = 8.17 ft /s Area Downstream =.1.77 ft ^2 Area.Upstream = "0.64 ft"2 Kj (JLC) =.NA Calculated Junction,Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet - MH 1, Inlet Description = <None> Inlet Type = Undefined Computation Case - Sag - Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 - ss -Slo Pavement Cross-Slope = 0.00 ft /ft Gutter Cross -Slope = .0.00 -ft /ft Gutter Local Depression = 0:00 in Gutter Width = 0.00 ft s Ponding Width _ 0.00 ft Intercept Efficiency = • $.. - Flow from-Catchm ent = 0.00. cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted.by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time :• 10:03-:01 Network: 61 - Page;.16 Storm Sewers Detail Report FE Pavement Flow = 0.00 cfs:. Gutter Flow = 0.00 cfs Depth at Curb _ 0.00 in Depth at Pavement /Gutter Joint 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 -ft /s Curb Efficiency _ ' qd Grate Efficiency _ • �. Slot Efficiency - Total Efficiency = 0.00 8 �top PIPE DESCRIPTION: Pipe 10 - - -- RAINFALL INFORMATION--- -. Return.Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Pi e Current p = Pipe 10 Downstream Pipe* = Pipe 9 " Pi p a Material = HDPE Pipe Length - = 8.00 ft Plan Length = 8.00 ft Pipe Type = , Circular' Pipe Dimensions = 18.00 in Pipe Manning,s "n" = 0.013 Pipe Capacity at Invert Slope = 24.62 cfs Invert Elevation Downstream = 58.66.ft Invert Elevation Upstream = 59.10 ft Invert Slope = 7.33% Invert Slope (Plan Length) = 5.50% Rim Elevation Downstream = 63.10 ft Rim Elevation Upstream = 63.10 ft Natural Ground Slope = 0.00% Crown Elevation Downstream = 60.16 ft Crown Elevation Upstream = 60.60 ft - -- -FLOW INFORMATION---- Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 2.42 cfs In1et.Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min User Name: jde Is torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:.01 Network: 01 - . Page: 19 Storm Sewers Detail Report Total.Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfs Total Flow = 2.42 cfs Uniform Capacity = 24.62 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd --- -HYDRAULIC INFORMATION--- - HGL Elevation Downstream 59.45 ft HGL Elevation Upstream = 59.73 ft HGL Slope 4.98 8 EGL Elevation Downstream = 59.55 ft EGL Elevation Upstream = 59.95 ft EGL Slope = 7.04 % Critical Depth 7.07 in Depth Downstream ='9.47 in Depth Upstream = 7.07 in Velocity Downstream = 2.57 ft /s Velocity Upstream = 3.76 ft /s Uniform Velocity Downstream = 8:87 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 0.94 ft"2 Area Upstream. = 0.64 ft '2 Kj (JLC)' = NA Calculated Junction Los8 = 0.200 ft - -- -INLET INFORMATION---- Downstream Inlet = BEND 4 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal ' Slope = 0.00 ft /ft Mannings n -value = 0.000 .Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft I .. . Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement/Gutter Joint = 0.00 in = 0.00 it = 0.00 ft 9, 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs 0.00 - cfs 0.00 cfs 0'.00 in 0.00 in User Name: jde la torre Date: 02-06-04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:0 1 Network: 01. Page: 20 Storm Sewers Detail.Report -PIPE I b Pavement.Spread = 0.00 ft .Total Spread = 0.00 ft Gutter velocity = 0'.00 ft/S Curb Efficiency Grate Efficiency Slot Efficiency •96 Total Efficiency ' 0.00 is PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION--- - Return Period =*100 Year Rainfall File = Tutorial ----PIPE INFORMATION--- - Current Pipe = Pipe 11 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 35.87 ft Plan Length 35.87 ft Pipe Type = Circular Pipe Dimensions' = 18.00 in Pipe Manning's "n" = 0.013. Pipe Capacity at Invert Slope = 50.45 cfs Invert Elevation Downstream = 48.89 ft Invert Elevation Upstream = 57.17 ft Invert Slope 24.458 Invert Slope (Plan Length) = 23.08% Rim Elevation Downstream =,61:90 ft Rim Elevation Upstream = 60.84 ft Natural Ground Slope = -2.96% Crown Elevation Downstream = 50.39 ft Crown Elevation Upstream = 58.67 ft - -- -FLOW INFORMATION—- Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet.Time = 5.00 min Inlet Intensity = 10.24 in/hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.77 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.,00 ac Weighted Coefficient = 0.500 Total Time of•Concentration = 5.00 min Total Intensity = 10.24 in/hr Total Rational Flow = 0.00 cfs Total Flow 0.77 cfs Uniform Capacity = 50.45 cfs User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 21 Storm Sewers'Detail Report Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 52.10 ft HGL Elevation Upstream = 57.52 ft HGL Slope = 15.04 8 EGL Elevation Downstream = 52.10 ft EGL Elevation Upstream = 57.63 ft EGL Slope = 15.35 9d Critical Depth. = 3.92 in Depth Downstream = 19.00 in Depth Upstream = 3.92 in Velocity Downstream = 0.44 ft /s Velocity Upstream = 2.72 ft /s Uniform Velocity Downstream = 5.74 ft /s. Uniform Velocity Upstream = 0.00 ft1s. Area Downstream =.1.77 ft "2 Area Upstream = 0.28 ft'2 Kj (JLC) = NA Calculated Junction-Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal,.Slope 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = • g ' Flow from Catchment = 0.00 cfs Carryover from previous inlet 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00' cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = + g User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01.- Page: 22 Storm Sewers Detail Report FIFE ' ` Grate Efficiency = + $ Slot Efficiency _ • $ Total Efficiency = 0.00% User Name: jde la torre PIPE DESCRIPTION: Pipe 12 Project: 1640 Storm Drain Alignment and Anno - - -- RAINFALL INFORMATION--- - Time: 10:03:01 Return Period = 100 Year. Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 12 Downstream Pipe _ = Pipe 6 Pipe Material = HDPE Pipe Length = 86.39.ft Plan Length 86.39 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 14.39 cfs Invert Elevation Downstream =-49.25 ft Invert Elevation Upstream = 49.60 ft I- Invert Slope = 0.41% Invert Slope (Plan 'Length) - 0.418 ' Rim Elevation Downstream = 63.15 ft Rim Elevation Upstream. = 61.30 ft Natural Ground Slope = -2.148 Crown Elevation Downstream = 51.25 ft Crown Elevation Upstream - 51.60 ft. - -- -FLOW INFORMATION' - - -= 6.80 ft /s Catchment Area 0.00 ac Runoff Coefficient' = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfe Inlet.Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration 8.12 min - Total Intensity = 9.06 in /hr Total Rational Flow = 0.00 cfs ' Total.Flow = 21.36 cfs Uniform Capacity = 14.39 cfs Skipped flow = 0.00 cfs Infiltration 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 23 Storm Sewers Detail Report HGL Elevation Downstream = 54.02 ft HGL Elevation Upstream 54.79 ft HGL Slope = 0.91 it EGL Elevation Downstream = 54.74 ft EGL Elevation Upstream, = 55.51 .ft EGL Slope _. 0.91 8 - Critical Depth = 19.85 in Depth Downstream 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 6.80 ft /s Velocity Upstream = 6.80•ft /s Uniform Velocity Downstream = 6.80 ft /s Uniform Velocity Upstream = 6.80 ft /s Area Downstream 3.14 ft"2 Area Upstream = 3.14 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Time: 10:03:01 Downstream Inlet = MH 3 Page: 24 Inlet Description _ <None> PIPE DESCRIPTION 'Pipe 13 Inlet Type = Undefined - - -- RAINFALL INFORMATION---- Computation Case = Sag Return Period Longitudinal Slope = 0.00 ft /ft Mannings n -value 0.000 - -- -PIPE INFORMATION--- - Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in. Gutter Width = 0.00 ft Ponding Width = 0.00 ft. Intercept Efficiency * 8 Pipe Type Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs ,Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft/s Curb ' Efficiency... _ + b - -- -FLOW INFORMATION--- - Grate.Efficiency _ Catchment Area Slot Efficiency = Runoff Coefficient Total Efficiency = 0.00 Inlet Time User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 24 Storm Sewers Detail Report p, I PIPE DESCRIPTION 'Pipe 13 - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe - Pipe 13 Downstream Pipe = Pipe 12 Pipe Material' = HDPE _ Pipe Length = 12.73 ft_ Plan Length = 12.73 ft Pipe Type = Circular Pipe Dimensions =,24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 14.17 cfs Invert Elevation Downstream = 49.60 ft Invert Elevation Upstream = 49.65 ft Invert Slope = 0.476 Invert Slope (Plan Length) = 0.39$ Rim Elevation Downstream = 61.30 ft Rim Elevation Upstream = 61.28 ft Natural Ground Slope: _ -0.169 Crown Elevation Downstream = 51.60 ft Crown Elevation Upstream = 51.65 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time _, 5..00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 6.47 cfs Inlet Hydrograph Flow = 0.00 cfs _ Total Area = 0.00 ac weighted Coefficient = 0.500 Total Time of'Concentration = 8:09 min Total Intensity = 9.07 in /hr Total Rational Flow = 0.'00 cfe Total Flow 21.36 cfs Uniform Capacity' = 14.17 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 54.99 ft HGL Elevation Upstream. = 55.11 ft HGL Slope = 1.07 $ EGL Elevation Downstream = 55.71 ft. User Name: jde la torre Date: 02 -06 -04 Project:,1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 25 Storm-Sewers Detail Report 1 ( 13 - -------------------- - - - - EGL Elevation Upstream -- ---------------- 55.82 ft - - - - -- EGL Slope = 1.07 $. Critical Depth = 19.85 in Depth Downstream 24.00 in Depth Upstream = 24:00 in Velocity Downstream ='6.80 ft /s' Velocity 'upstream = 6.80 ft /s Uniform Velocity-Downstream = 6.80 ft /s Uniform Velocity Upstream = 6.80 ft/-s Area Downstream = 3.14 ft "2 Area Upstream = 3.14 ft "2 Kj (JLC) = NA .Calculated Junction Loss = ,0.200'ft - --'-INLET INFORMATION--- - Downstream Inlet" = BEND 5 .Inlet Description = <None> Inlet Type: = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width _ = 0.00 ft Ponding Width. = 0.00 ft Intercept. Efficiency Flow from Catchment = 0.00 cfs Carryovei from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity 0.00 ft/S. Curb Efficiency _ ' Pd Grate Efficiency = * P6 Slot Efficiency = • 8 r Total Efficiency PIPE DESCRIPTION: Pipe 14 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File = 0.00 % = 100 Year = Tutorial User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain. Alignment and Anno Time: 10:03:01 Network: 01 - Page: 26 Storm Sewers Detail.,Report -F PE ,4- - -- -PIPE INFORMATION-7--. Current Pipe = Pipe 14 Downstream'Pipe = Pipe 13 Pipe Material = HDPE Pipe Length = 301.43 ft Plan Length = 301.43 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert.Slope = 16.00 cfs Invert Elevation Downstream = 49.70 ft Invert Elevation Upstream = 51.21 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.50$ Rim Elevation Downstream = 61.28 ft Rim Elevation Upstream =-63.20 ft Natural Ground Slope = 0.64% Crown Elevation Downstream = 51.70 ft Crown Elevation Upstream = 53.21 ft - -- -FLOW INFORMATION - - -= Catchment Area 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet intensity = 10.24 in /hr Inlet. Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 7.03 min Total Intensity = 9.44 in /hr -' Total Rational Flow = 0.00 cfs Total Flow = 14.89 cfs Uniform Capacity = 16.00 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 55.31 ft HGL,•Elevation Upstream = 56.61 ft HGL Slope = 0.44 8 EGL Elevation Downstream = 55.66 ft EGL Elevation Upstream 56.96 it EGL Slope = 0.44 .% Critical Depth - = 16.69 in Depth Downstream 24.00 in User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 27. a Storm Sewers Detail'Report � WE Depth Upstream = 24.00 in Velocity Downstream = 4:74 ft /s Velocity Upstream = 4.74 ft /s Uniform Velocity Downstream. = 5.79 ft /s Uniform Velocity Upstream 5.79 ft /s Area Downstream = 3.14 ft^2-' Area Upstream = 3.14 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = CB 4 Inlet Description = <None >- Inlet Type = Undefined Computation Case - Sag Longitudinal Slope = 0.00 ft /ft•. Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope - 0.00 ft /ft Gutter Local Depression - = 0.00 in Gutter Width = 0.00 ft. Ponding width = 0.00 ft Intercept Efficiency Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = "0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow 0.00 cfs Depth at Curb . = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = Grate Efficiency Slot Efficiency = * 6 Total Efficiency = 0.00 6 PIPE DESCRIPTION: Pipe 15 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe Pipe 15 Downstream Pipe = Pipe 14 User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 28 Storm Sewers Detail Report Pipe Material = HDPE Pipe Length = 77.46 ft Plan Length = 77:46 ft Pipe Type = Circular Pipe Dimensions. = 24,00 in Pipe Manning's "n" = .0.013 Pipe Capacity at Invert Slope = 16.05 cfs Invert•Elevation Downstream = 51.31 ft- Invert Elevation Upstream` = 51.70 ft Invert Slope = 0.536- Invert Slope (Plan Length) = 0.50& Rim Elevation Downstream = 63.20 ft Rim Elevation Upstream = 64.20 ft Natural Ground Slope = 1.298' Crown Elevation Downstream = 53.31 ft Crown Elevation Upstream = 53.70 ft - -- -FLOW INFORMATION---- Catchment Area = 0.00 at Runoff.Coefficient = 0.500 Inlet Time 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 6.75 min Total Intensity = 9.54 in /hr Total Rational Flow = 0.00 cfs Total Flow. = 14.89 cfs Uniform Capacity = 16.05 cfs Skipped flow = 0".00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 56.81 ft HGL Elevation Upstream = 57.15 ft HGL Slope = 0.46 % EGL Elevation Downstream = 57.16 ft .EGL Elevation Upstream = 57.50 ft EGL Slope . = 0.46 % Critical Depth = 16.69 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity'Downstream = 4.74 ft /s -Velocity Upstream = 4.74 ft /s "Uniform Velocity Downstream = 5.80 ft /s User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 29 - Storm Sewers Detail Report- Uniform Velocity Upstream = 5.80 ft /s Area Downstream = 3.14.ft ^2 Area Upstream = 3.14 ft"2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet• = MH 4 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag " Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0•.000 Pavement Cross -Slope = 0:00 ft /ft Gutter Cross -Slope . = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width - = 0.00 ft Ponding Width: = 0.00 ft Intercept Efficiency = r 8 Flow from Catchment = 0.00 cfs Carryover from previous inlet =.0.00 cfs Total Flow to Current Inlet 0.00 cfs Flow Intercepted by Current Inlet, = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00.cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter velocity = 0.00 ft/8- Curb Efficiency " = ' $ Grate Efficiency = ' % Slot Efficiency =.* $ Total Efficiency = 0.00 b PIPE DESCRIPTION: Pipe 16 - - -- RAINFALL INFORMATION--- - Return Period - 100 Year Rainfall File. = Tutorial - -- -PIPE INFORMATION—-* Current Pipe = Pipe 16 Downstream Pipe = Pipe 15 Pipe Material = HDPE Pipe -Length = 75.49 ft Plan Length = 75.49 ft Pipe Type Circular User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 30 Storm Sewers Detail Report I� Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 19.30 cfs Invert Elevation Downstream = 51.80 ft Invert Elevation Upstream = 52.35 ft Invert Slope = 0.77% Invert Slope (Plan Length) 0.73 Rim Elevation Downstream = 64.20 ft Rim Elevation Upstream = 63.15 ft. Natural Ground Slope =• 1.398 Crown Elevation Downstream = 53.80 ft Crown Elevation Upstream = 54.35 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient. = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs, Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow 0.00. cfs. ` Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 6.49 min Total Intensity = 9.64 in /hr Total Rational Flow = 0.00 cfs Total Flow 14.89 cfs Uniform Capacity 19.30 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 57.35 ft' 'HGL Elevation Upstream =57.68 ft HGL Slope - 0-.46 % EGL Elevation Downstream 57.70 ft . EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) = 58.02 ft = 0.46 % = 16.69 in = 24.00 in = 24.00 in = 4.74 ft /'s = 4.74 ft /s 6.78. ft /s 6:78 ft /s = 3.14 ft "2 = 3.14 ft "2 NA User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time:'10:03:01 Network: 01 - Page: 31 -- Storm Sewers Detail Report - _- - - - - -- Calculated Junction Loss 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH 5 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000. Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width < = 0.00 ft Ponding Width = 0•.00 ft Intercept Efficiency = • 9, Flow from Catchment = 0.00 cfs Carryover from previous inlet 0.00 cfs Total Flow to.Current Inlet 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow 0.00 cfs Gutter Flow 0.00• cfs Depth at Curb - = 0.00 in' Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency _ • g Grate Efficiency _ • g. Slot Efficiency = . 8 Total Efficiency = 0.00.8 PIPE DESCRIPTION: Pipe 17 - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 17 Downstream Pipe = Pipe 16 Pipe Material = HDpE Pipe Length = 82.00 ft Plan Length = 82.00 ft Pipe Type = -Circular Pipe Dimensions 24.00.in Pipe Manning's "n" = 0.013 - Pipe Capacity at Invert Slope = 44.04 cfs Invert Elevation Downstream = 52.45 ft User Name: jde.la t6rre Date: 02-06-04 Project: 164 0 Storm Drain Alignment and Anno Time: 10.:03:01 ' Network: 01 - Page: 32 Storm Sewers Detail Report PIPE 11 Invert Elevation Upstream. = 55.56 ft invert Slope = 3.99* Invert Slope (Plan Length) = 3.798 Rim Elevation Downstream = 63.15 ft Rim.Elevation Upstream = 59.88 ft Natural Ground Slope = -3.998 Crown Elevation Downstream = 54.45 ft Crown Elevation Upstream = 57.56 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet.Time = 5.00 min Inlet Intensity = 10.24 in'/hr Inlet Rational Flow - 0.00 cfs Inlet input Flow = 4.67 cfs Inlet Hydrograph Flow - 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.56 min Total Intensity = 10.61 in/hr Total Rational Flow ..'0.00 cfs Total Flow = 16.91 cfs Uniform Capacity = 44.04 cfs Skipped flow, = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION----. HGL Elevation Downstream 57.88 ft HGL Elevation Upstream = 58.07 ft HGL Slope , 0.24 98 EGL Elevation Downstream = $8.06 ft EGL Elevation Upstream = 58.25 ft EGL Slope = 0.24 % Depth = 14.21 in .Critical Depth Downstream = 24.00 in Depth Upstream 24.00 in Velocity Downstream = 3.47 ft/S Velocity Upstream 3.471ft/s Uniiorm- Velocity Downstream = 11.63 ft/s UniformVelocity Upstream' = 11.63 ft/s Area Downstream = 3.14 ft^2 Area Upstream 3.14'ft^2 Kj (,TLC) = NA Calculated Junction Loss = 0.200 ft ----INLET INFORMATION -___' Downstream Inlet = DRYWELL,1 User Name: jde la torre Date: 02-06-04 Project: 1640 Storm Drain Alignment and Anno Time.: .10:03:01 Network: ,01 Page: 33' Storm Sewers Detail Report Inlet Description = CNone> .Inlet Type = Undefined Computation Case = Sag Longitudinal•.Sl6pe 0.00 ft/ft a Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft .Intercept Efficiency, Flow from Catchment = 0.00 cis Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by.Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs . Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 18 - - -- RAINFALL INFORMATION--- - Return Period 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION---- Current Pipe = Pipe 18 Downstream Pipe = Pipe 17 Pipe Material = HDpE Pipe Length = 111.00 ft Plan Length = 111.00'ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 31.83 cfs Invert Elevation Downstream = 55.56 ft Invert Elevation Upstream = 57.76 ft Invert Slope = 2.06% Invert Slope'(Plan Length) = 1.98% Rim Elevation Downstream = 59.88 ft User Name: jde la torre Date: 02 -06 -04 - Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 34 ---- - - - - -- -Storm Sewers Detail Report Rim Elevation Upstream = 61.08 ft Natural Ground Slope = 1.08% Crown Elevation Downstream - 57.56 ft Crown Elevation Upstream = 59.76 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.0O.min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow _ = 6.24 cfs Inlet Hydrograph Flow = 0'.00,cfs Total Area = 0.00 ac Weighted.Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 10 -24 in /hr Total Rational Flow = 0.00 cfs Total Flow =.6.24 cfs Uniform Capacity = 31.83 cfs Skipped flow = 0.00-cfs Infiltration = 0..00 gpd - - -- HYDRAULIC INFORMATION - - -- - HGL Elevation Downstream = 58.27 ft HGL Elevation Upstream 58.71 ft HGL Slope = 0.41 EGL Elevation Downstream = 58.33 ft EGL Elevation Upstream = 59.05 ft EGL Slope _, 0.67 Critical Depth = 10.61 in Depth Downstream. = 24.00 in Depth Upstream = 10.61 in Velocity Downstream = 1.99 ft /s Velocity Upstream =.4.66 ft /s Uniform Velocity Downstream = 7.87 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft "2 Area Upstream = 1.34 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream Inlet = EX. CB 5 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft User Name: jde la torre Date: 02 =06 -04 Project: 1640 Storm Drain Alignment -and Anno Time: 10:03:01 Network: 01 - Page: 35 Storm Sewers Detail Report Mannings n -value = 0.015 Pavement Cross - Slope- = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft ' Gutter Local Depression =.0.50 in Gutter Width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 8 . Grate Type = P -1 -7/8 Grate Length = 1.62 it Grate Width = 1.48 ft. Grate Weir Coefficient = 3.000. Grate Orifice Coefficient = 0.670 Clogging Factor 50.00 Opening Ratio = 0.75 Splash -over Velocity 1.00 ft /s. Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current'Inlet =0.00 cfs Flow Intercepted by'Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs . Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity 0.00 ft /s Curb Efficiency Grate Efficiency -.0.00 Slot Efficiency _ ' . 1 Total Efficiency PIPE DESCRIPTION: Pipe 19 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe. .Downstream Pipe Pipe Material Pipe Length Plan Length Pipe' Type '.Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope. Invert Elevation Downstream . = 0.00 8 = 100 Year = Tutorial = Pipe 19 = Pipe 16 = HDPE 22. 00, ft . = 22.00 ft = Circular = 18.00 in = 0.013 = 7.42 cfs = 53.69 ft .User Name: ide la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01' -' Page: 36 Storm Sewers Detail Report Invert Elevation Upstream = 53.80 ft' Invert Slope = 0.58% Invert Slope (Plan Length) = 0.508 Rim Elevation Downstream = 63.15 ft Rim Elevation Upstream = 62.33 ft Natural Ground Slope = -3.738 Crown "Elevation Downstream = 55.19 ft Crown Elevation Upstream = 55.30 ft - -- -FLOW INFORMATION--= - Catchment Area = 0.00 ac Runoff Coefficient _ -0.500 Inlet Time = 5.06 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 1.42 cfs Inlet Hydrograph, Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 6.33 min Total Intensity 9.70 in /hr Total Rational Flow = 0.00 cfs, Total Flow = 3.98 cfs Uniform Capacity = 7.42 cfs - Skipped flow 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 57.88 ft HGL Elevation Upstream = 57.91 ft HGL Slope 0.16 %. EGL Elevation Downstream 57.95 ft EGL Elevation Upstream = 57.99 ft EGL Slope = 0.16 6 Critical Depth = 9.16 in Depth Downstream = 18.00 in Depth Upstream - = 18.00 in Velocity Downstream = 2.25 ft /s Velocity Upstream =-2.25 ft /s. Uniform Velocity Downstream = 5.48 ft /s Uniform Velocity-Upstream = 4.28 ft /s Area Downstream 1:77 ft^2 Area Upstream. = • 1.77 ft "2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION--- - Downstream inlet = DRYWELL 1 User Name: jde la torre Date: 02 -06 -04 . Project: 1640 Storm Drain Alignment and Anno Time:.30:03:01 .' Network: 01 - Page: 37 Storm Sewers'Detail Report Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate ` Computation Case = Sag Longitudinal Slope = 0.00 ft /ft. Mannings n -value = 0.015 Pavement Cross -Slope 0.02 ft/ft- Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression 0.50 in Gutter Width = 1.50 £t Ponding Width = 0.00 ft intercept Efficiency. = 100.00 8 Grate Type = P- 1 -7/8' Grate Length" 1.62 ft .Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 W Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft/5 Flow from Catchment - 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current inlet = 0.00 cfs Bypassed Flow = 0.00 cfe Pavement Flow =•0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint - 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = • $ Grate Efficiency = 0.00 $ Slot Efficiency _ Total Efficiency = 0.00 --op PIPE DESCRIPTION: Pipe 20- - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe.20 Downstream Pipe = -Pipe 19 Pipe Material = HDPE Pipe Length = 113.27 ft. Plan Length = 115.27 ft . Pipe Type = Circular User Name: jde la torre Date: 02- 06 -0.4 Project: 1640 Storm Drain Alignment and Anno Time: 10':03:01 Network: 01 - Page: 38 l - Storm Sewers Detail Report f (P=___ Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe'Capacity at Invert Slope = 7.51 cfs Invert Elevation Downstream = 53.80 ft Invert Elevation Upstream = 54.38 ft Invert Slope 0.519 Invert Slope (Plan Length) = 0.506 Rim Elevation Downstream = 62.33 ft Rim Elevation Upstream = 61.38 ft • Natural Ground Slope = -0.849 Crown Elevation Downstream = 55.30 ft Crown Elevation Upstream = 55.88 ft - -- -FLOW-INFORMATION---- Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity 10.24 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow 2.56'cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = , 0.00 cfs Total -Flow = 2.56 cfs • Uniform Capacity = 7.51 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--= - HGL Elevation Downstream = 58.11 ft . HGL Elevation Upstream = 58.18 ft HGL Slope = 0.07 9. EGL Elevation Downstream = 58.14 ft EGL Elevation Upstream = 58.21 ft EGL Slope. = 0.07 9 Critical Depth - 7.28 in Depth Downstream = 18.00 in Depth Upstream = 18.00 in Velocity Downstream = 1.45 ft /s Velocity Upstream = 1.45 ft /s Uniform Velocity Downstream = 3.85 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 1.77 ft "2 Area Upstream = 1.77 ft "2 Kj (JLC) = NA User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 39 Storm Sewers Detail Report 0 Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION---- Downstream Inlet = CB 6 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter width = 1.50 ft Ponding width = 0.00 ft Intercept.Efficiency = 100.00 6 Grate Type, = P -1 -7/8 Grate Length 1.62 ft Grate Width = 1.48'ft Grate Weir Coefficient 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor 50.00 $ Opening Ratio =.0.75 Splash -over Velocity, = 1.00 ft /s Flow from Catchment 0.00 cfs - Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00•ft Gutter Velocity = 0.00 ft /s. Curb Efficiency = + g Grate Efficiency 0.00 % Slot Efficiency Total Efficiency = 0.00 8 ` PIPE DESCRIPTION: Pipe 21 - - -- RAINFALL INFORMATION--- - Return Period = .100 Year,, Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 21 Downstream Pipe = Pipe 4 .User Name: jde la torre Date:.02 -06 -04 Project: 1640'Storm'Drain Alignment and Anno _ Time: 10:03:01 Network: 01 - _ Page: 40 Storm Sewers Detail Report p1" 2.1 Pipe Material = HDPE Pipe Length = 36.83 ft Plan Length = 38.83 ft Pipe Type = Circular Pipe Dimensions ='18.00 in Pipe Manning's "n° 0.013 Pipe Capacity at Invert Slope 10.52 cfs Invert Elevation Downstream = 55.00 ft Invert Elevation Upstream _ = 55.37 ft Invert Slope = 1.008 Invert Slope (Plan Length) 0.95% Rim Elevation Downstream = 62.01 ft Rim Elevation Upstream = 61.05 ft Natural Ground Slope _ -2.618 ' Crown Elevation Downstream = 56.50 ft Crown Elevation Upstream = 56.87 ft - -- -FLOW INFORMATION — - Catchment Area = 0.00 as Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow 0.00 cfs Inlet Input Flow 0.00 cfs Inlet Hydrograph.Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity.Downstream Velocity Upstream Uniform Velocity Downstream = 0.00 cfs = 0.00 ac = 0.500 = 5.11 min = 10.19 in /hr = 0.00 cfs = 1.64 cfs = 10.52 cfs = 0.00 cfs = 0.00 gpd 55.40 ft 55.77 ft = 1.00 $ 55.69 ft = 56.06 ft 1.00 $ 5 77 in 4.80 in = "4.80 in 4.33 ft /s 4.33 ft /s 5.41 ft /s User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno o Time: 10:03:01 Network: 01 - Page: 41 Storm Sewers Detail Report P' 2 1 Uniform Velocity Upstream = 4.33 ft/6' Area Downstream = 0.38 ft"2 Area Upstream = 0.38 ft"2 Kj (JLC) T NA Calculated Junction Loss 0.200 ft - -- -INLET INFORMATION---- Downstream Inlet = MH 2 Inlet Description = <None> Inlet Type = Undefined' Computation Case = Sag Longitudinal Slope 0.00 ft /ft Mannings n -value = 0.000. Pavement Cross -Slope 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression. = 0.00 in Gutter Width = 0.00 ft -Ponding Width = 0.00 ft Intercept= Efficiency = + $ Flow from Catchment = 0.00 cfs. Carryover from previous inlet 0.00 cfs Total Flow to Current Inlet• = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency Grate Efficiency = • 8 Slot Efficiency = • 96 . Total Efficiency = 0.00 96 PIPE DESCRIPTION: Pipe 22 - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION---- Current Pipe = Pipe 22 . Downstream Pipe = Pipe 21 Pipe Material = HDpE Pipe Length = 6.15 ft Plan Length = 6.15 ft Pipe "Type = Circular User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01. Network: 01 - Page: 42. Storm Sewers Detail Report . Pin Pipe Dimensions = 18.00 in - Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 10.37 cfe Invert Elevation Downstream. = 55.37 ft Invert Elevation Upstream = 55.43 ft Invert Slope, - 0.988 Invert Slope (Plan Length) = 0.986 Rim Elevation Downstream = 61.05 ft Rim Elevation Upstream = 61.05 ft Natural Ground Slope = 0.00% Crown Elevation-Downstream = 56.87 ft Crown Elevation Upstream = 56.93 ft - -- -FLOW INFORMATION---- Catchment'Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time , = 5.00 min Inlet Intensity = 10.24 in /hr Inlet Rational Flow = 0.00 cfs_ Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfe Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 5.08 min Total Intensity = 10.21 in /hr Total Rational Flow = 0.00 cfe Total Flow . = 1.64.cfs Uniform Capacity = 10.37 cfs Skipped flow = 0.00 cfs infiltration = 0.00 gpd -- --HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 55.97 ft HGL Elevation Upstream = 55.93 ft HGL Slope -0.73 % EGL Elevation Downstream = 56.07 ft EGL Elevation Upstream = 56.09 ft EGL•Slope = 0.34 Critical Depth = 5.77 in Depth Downstream = 7.20 in Depth Upstream = 5.94 in Velocity Downstream = 2.48 ft /s Velocity Upstream ='3.22 ft /s. Uniform Velocity Downstream = 4.29 ft /s Uniform Velocity Upstream = 4.29 ft /s Area Downstream = 0.66 ft ^2. Area Upstream - 0.51 'ft'2 Kj (JLC) = NA. I User Name: jde la torre I Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 43 Storm Sewers Detail Report PIPE I?. --------------------------------------------------- Calculated Junction Losa ----------------------------- = .0.2.60 ft - -- -INLET INFORMATION---- , Downstream Inlet = BEND 6 Inlet Description = <None> Inlet Type = Undefined Computation-Case = Sag Longitudinal Slope, = 0.00 ft /ft Mannings n -value 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope 0.00 ft /ft Gutter.Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width - 0.00 ft Intercept Efficiency = . % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow 0.00 cfs Pavement Flow = 0.00 cfa Gutter Flow 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe.23 - - -- RAINFALL INFORMATION---- . Return Period ='100 Year Rainfall File Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 23 Downstream Pipe = Pipe 22 Pipe Material = HDPE - Pipe Length = 9.69 ft Plan Length = 10.69 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 10.66 cfs ' Invert Elevation Downstream = 55.43 ft User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and'Anno Time: 10:03:01 .Network: 01 - Page-..44 Storm Sewers Detail Report Invert Elevation Upstream 55.53 ft invert Slope = 1.03% Invert Slope (Plan Length) 0.94% Rim Elevation Downstream = 61.05 it Rim Elevation Upstream = 60.50 ft Natural Ground.Slope' Crown. Elevation Downstream = 56.93 ft Crown Elevation Upstream = 57.03 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity = 10.24 in /hr . Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 1.64 cfs , Inlet.Hydrograph Flow = 0 :00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500' Total Time of- Concentration - = 5.00 min Total Intensity = 10.24 in /hr Total Rational Flow = 0.00 cfa Total Flow = 1.64 cfs Uniform Capacity. = 10.66 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 56.13 ft HGL Elevation Upstream = 56.12 ft HGL Slope = -0.06 6 EGL Elevation Downstream = 56.19 ft EGL Elevation Upstream = 56.23 ft EGL Slope - 0.42 8 Critical'Depth - 5.77 in Depth Downstream = 8.34 in Depth Upstream = 6.80 in Velocity Downstream = 2.05 ft /s Velocity Upstream = 2.68 ft /s Uniform Velocity Downstream = 4.37 ft /s Uniform Velocity Upstream 0.00 ft /s Area Downstream = 0.80 ft "2 Area Upstream = 0.61 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.200 ft - -- -INLET INFORMATION---- Downstream Inlet = BEND'? User Name: jde la tbrre _Date:•02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 61 - Page: 45 Storm Sewers Detail Report PIPE 2 3 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type _ = Grate Computation Case = Sag. Longitudinal Slope =.0.00 ft /ft Manninga n -value = 0.015. Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width = 1.50 ft Ponding width = 0.00 ft Intercept Efficiency` = 100.00 $ Grate Type P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 ' Grate Orifice Coefficient = 0.670 . Clogging Factor = 50.00 8 Opening Ratio = 0. 75 L Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow. = 040 cfs' Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at, Pavement /Gutter Joint • -•• = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 8 Grate Efficiency, n = 0.00 8 Slot Efficiency = * 6 Total Efficiency = 0.00 8 PIPE DESCRIPTION: Pipe-24 - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File - Tutorial - -= -PIPE INFORMATION--- - Current Pipe = Pipe 24 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 5.00 ft Plan Length 5.00 ft Pipe Type. = Circular User Name:'. jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network:•01 - Page: 46 Storm Sewers Detail Report ?I Pipe Dimensions = 30.00 is Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 57.98 cfs Invert Elevation Downstream = 47.80 ft Invert Elevation Upstream. = 47.90 ft Invert Slope = 3.33% Invert Slope (Plan Length) = 2.00% Rim Elevation Downstream = 59.05 ft Rim Elevation Upstream - 59.05 ft Natural Ground Slope = 0.008 Crown Elevation Downstream = 50.30 ft Crown Elevation Upstream, - 50.40 ft - -- -FLAW INFORMATION--- - Catchment Area 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 5.00 min Inlet Intensity. = 10.24 in /hr Inlet Rational Flow Y = 0.00 cfs Inlet Input Flow = 9.27 cfs Inlet,Hydrograph Flow = 0.00 cfs' Total Area = 0.00 ac " Weighted Coefficient = 0.500 Total Time of Concentration. = 5.00 min Total Intensity = 10:24 in /hr ` Total Rational Flow = .0.00 "cfs Total Flow = 9.27 cfs' Uniform Capacity = 57.98 cfs Skipped flow - 0.00 cfs Infiltration 0.00 gpd • User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 - - -- HYDRAULIC INFORMATION--- - Page: 47 HGL Elevation Downstream = 50.44 ft HGL Elevation Upstream = 50.47 ft HGL Slope = 0.37 $ EGL Elevation Downstream = 50.50 ft EGL Elevation Upstream = 50.53•ft EGL Slope = 0.37 S Critical Depth = 12.19 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 1.89 ft /s Velocity Upstream = 1.89 ft /s Uniform Velocity Downstream = 6.39 ft /s Uniform Velocity Upstream 0.00 ft /s Area-Downstream 4.91 ft"2 Area Upstream = 4.91 ft "2 Kj (JLC) = 0.50 • User Name: jde la torre Date: 02 -06 -04 Project: 1640 Storm Drain Alignment and Anno Time: 10:03:01 Network: 01 - Page: 47 Storm Sewers Detail Report Calculated Junction•Loss = NA - -- -INLET INFORMATION - - - -' Downstream Inlet EX WYE AT EX CB Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width 1.50 ft' Ponding Width = 0.00 ft Intercept Efficiency = 100.00 $ Grate Type = P -1 -7/8 Grate Length 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 $ Opening Ratio 0.75 Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total.Flow, to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint- = 0.00 in Pavement Spread = 0.00 ft - *Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s. . Curb Efficiency _ *.Id Grate Efficiency = 0.00 % Slot Efficiency = * qd Total Efficiency = 0.00 % uw. 19 00 10+0'0 0 0 _ 1.1+00 00 7. f I i 1 T .15I a r8.o� 97 H of � t 1 I r •. '.0 � 65 60 p 7 S .35-83 bf 4. 8. 0 0 U 0 _ S 0'x-1 - q 1 i s 55 t .GL Ci ;O L:J t Z M — r�T . - i-- `Z t m f 1 .50 3 a �r i 50 I c00 LC t r t 1 t 1 i 45 s 0 I 9 i ` 00 10+0'0 0 0 _ 1.1+00 00 0 N r • r r. i'. r. _ i . ^ ..nom.. .. C. r . 4• 3 0 N 4 rte. Cn • CP 3 INY5.4 - DYW 1 1w. 1 153, i 4 - I� GAB S2 I-. Nr4.3 I ( - 1 T H, 7. 5 61.38 4 rte. Cn • CP f. 12 +00 13 +00 14 +00 15 +00 sN O O. O O cn 0 0 O O O O cn cn - :O . c.n - i. ej i s � i• t . . . . . . . . . . . - -, - , - -r ---�. --- !---- - - - r- - - - - - -- -- 14 00.41 F4.7 0 . -- t 1 INV 1.T1 0 { 1 . +78.03u��i M TI 4H 4.20 INS/ -5; • :3 IN 52.4 _ L .. -- -N �--- -�--:- 1. +53:4 _ DRYWELLt -- --�- -- 1 - - TM 9.*E 8 11 V.. 57. 17+47.00. TMA Ol..0 8 cn cn - :O . c.n - -12+00 65 I 55 50 0 —L-a 4— 13+00 I 10 +00 11+00 z CATCH BASIN CAPACITY CHARTS .3 0.4 0.3 0.2 0.1 1 V 8 _6 S 4 3 wA m w 2 r1Pz I s I^ 0.8 = 0.6 � o.s 0.4 0.3 0.2 0.1 I 2 3 4- 6 6 8 10 20 30. 40 30 60' 80 100 CMSCNAAU n (FT 3 /=) CHART 11. Grate inlet capacity in sump conditions. Figure IV -20. Grate inlet capacity in sump conditions (Reference IV -4, p.'71) IMMEWAN GRATE OPENING RATIO Reliculine 0.8 Curved van* 0.35 30* tilt.;bar 0.34 - Tested M wA m w rA r1Pz CURB V r ------------ I W A =CLEAR OPENING AREA -rsr� w PPA I 2 3 4- 6 6 8 10 20 30. 40 30 60' 80 100 CMSCNAAU n (FT 3 /=) CHART 11. Grate inlet capacity in sump conditions. Figure IV -20. Grate inlet capacity in sump conditions (Reference IV -4, p.'71) IV -39 - off_: 0.1 I 2 3 4' 6 6 8 10 20 30.. 40 50. 60 80 100 NSCHANE Q (FT 3/3) CHART 11., Grate. inlet. c,apa*city in sump conditions. Figure IV -20. Grate inlet capacity in sump conditions 1Z) (Refe.rence IV -4, .p. 10 6 6 S 4 0 3 WA . 2 VA ri APIA P-1-7/8-4 0.8 1 Ad • • s I Reficuflne 0.8 Curved van* 0.35' 300 fill-bar 0.34 i 3 0.8 O Tested = 0.6 0.4 0.3 0.2 0.1 I 2 3 4' 6 6 8 10 20 30.. 40 50. 60 80 100 NSCHANE Q (FT 3/3) CHART 11., Grate. inlet. c,apa*city in sump conditions. Figure IV -20. Grate inlet capacity in sump conditions 1Z) (Refe.rence IV -4, .p. MOEN GRATE OPENIN RATIO 0 WA 0 3 VA ri APIA P-1-7/8-4 0.8 1 Ad Reficuflne 0.8 Curved van* 0.35' 300 fill-bar 0.34 Tested MEN CURB Pump FAmA 0, /yo' A=CLEAR OPENING' AREA P=2W+L (WITH CURB) 0.1 I 2 3 4' 6 6 8 10 20 30.. 40 50. 60 80 100 NSCHANE Q (FT 3/3) CHART 11., Grate. inlet. c,apa*city in sump conditions. Figure IV -20. Grate inlet capacity in sump conditions 1Z) (Refe.rence IV -4, .p. IV -39 8 - - -- - C e? 7 = 2.% ePS X24 X24. _ 10 6 s 4 3 2 s 1 3 f 0.8 a FFjA = 0.6 0.3 0.2 2 3 4 6 6 a, 10 20 30.. 40 SO 60 80 100 ' OItCMAM Q (FT 3/3) CHART. 11. Grate inlet capacity in sump conditions. Figure IV -20. Grate inlet capacity in sump conditions (Reference.IV -4, P. 71) FFjA GRATE OPENING RATIO ion Reticuline 0.8 Curved wond, 0.35 300 fill-bar 0.34 0 IVA oil s CURB A =CLEAR OPENING AREA NORMAN MPVA ARA 2 3 4 6 6 a, 10 20 30.. 40 SO 60 80 100 ' OItCMAM Q (FT 3/3) CHART. 11. Grate inlet capacity in sump conditions. Figure IV -20. Grate inlet capacity in sump conditions (Reference.IV -4, P. 71) r.. I IV-39 MEMO 10 a 6 7 GRATE OPENIN RATIO 2 P-1-7/8 0.9 Reliculine 0�8 Curved van* 0.35 �-V, 0.8 300. tilt-bar 0.34 MAMA - Tested. ' I I I I 0.6 VA 01111AI 0.5 0-.4 0.3 0.3 IV-39 0.1 I 2 3 4 5 6 a 10 20 30.. 40 50 60 80 100. IMSCHAME III (FT 3/S) CHART 11. Grate inlet capacity in sump conditions. Figure IV-20. Grate inlet capacity in sump conditions (Reference IV-4,.p. 71).+ MEMO 7 GRATE OPENIN RATIO P-1-7/8 0.9 Reliculine 0�8 Curved van* 0.35 �-V, 300. tilt-bar 0.34 MAMA - Tested. ' I I I I oil VA 01111AI MENEM 'MEN Mw on MEN 'VANN OEM MEN W walolIr- CURB ' I popFRIA, 01, 110 11 w ROOP n A0 P90, 0 00 PIS r d S.. 0A A--CLEAR OPENING AREA­ P ZW + L (WITH CURB) Pz�(W+L) (WITHOUT CURB) 0.1 I 2 3 4 5 6 a 10 20 30.. 40 50 60 80 100. IMSCHAME III (FT 3/S) CHART 11. Grate inlet capacity in sump conditions. Figure IV-20. Grate inlet capacity in sump conditions (Reference IV-4,.p. 71).+ LA QUINTA CORPORATE CENTRE HYDROLOGY AND HYDRAULICS REPORT PARCEL MAP NO. 29. 351 (for reference) rli ° ir�1� � THE PAVILION AT LA QUINTA ' PARCEL -MAP 29351 AND A PORTION OF LLA # 96 -230 HYDROLOGY &HYDRAULICS REPORT FOR ON -SITE IMPROVEMENTS 1 PREPARED BY: �. I � I I I PALM DESERT DIVISION 73 -733 FRED WARING DRIVE, SUITE 100 PALM DESERT, CA Prepared Under the Supervision of: &0 d d7-1 . Brooks D. Franklin R.C.E. 61887 Expiration Date: Sept 30, 2005 �o eRpF ESS No. 61887 Exp. 9/30 /05 J� CIVIC �Q qTF pF CA`\���� 7 THE PAVILION AT LA QUINTA PARCEL.MAP 29351 AND A PORTION OF LLA # 96 -230 HYDROLOGY & HYDRAULICS REPORT j FOR ON -SITE IMPROVEIMIENTS TABLE OF CONTENTS: I PURPOSE AND SCOPE DESIGN CRITERIA II SUMMARY OF CALCULATIONS III RATIONAL METHOD CALCULATIONS -100 YEAR . IV RATIONAL METHOD CALCULATIONS -10 YEAR V CATCH BASIN DESIGN VI -STORM DRAIN PIPE DESIGN VII' APPENDIX "A" - RCFCD REFERENCE MATERIAL VIII APPENDIX "B" - HYDROLOGY MAP IX APPENDIX "C" - WHITEWATER RIVER STORM CHANNEL WATER SURFACE STUDY (FOR REFERENCE ONLY) 0 PURPOSE AND SCOPE The purpose of this report is to provide a Hydrology and hydraulic analysis for the proposed Pavilion at La Quinta located in the City of La Quinta, California. The site is located on the north side of Highway 111 between Adams Street and Dune Palms Road. This report summarizes the hydrology and hydraulics calculations for the site. The proposed ! storm drain system consists of three lines (Lines "A ", "B ", and "C ") that convey the on -site flows into existing storm drain systems in Corporate Centre Drive and Commerce Centre Court. Per City of La Quinta requirements, sizing of the storm drain system and catch basins were based on the 100 -year storm event. The hydraulic grade lines in the Whitewater River Storm Channel at the outlets were determined using - the attached Water Surface Study (see Appendix "C" for study). This report includes: 1) the determination of on -site drainage areas as identified on the hydrology map for the project; 2) determination of peak flow rates using the Rational Method (Riverside County) software by CivilCADD /CivilDesign; and 3) determination of storm drain pipe sizes utilizing `StormCAD' hydraulic software. DESIGN CRITERIA The following Riverside County Flood Control District (RCFCD) parameters were used in the preparation of the analyses: • Antecedent Moisture Condition — 100 year 3 • 2 year — 1 hour Precipitation 0.5" Plate D -4.3 • 100 year — 1. hour Precipitation 1.6" Plate D -4.4 • Slope of Intensity Duration Curve 0.58 Plate D -4.6 • 2 year — 3 -hour Precipitation 0.7" Plate E -5.1 • 100 year — 3 .hour Precipitation 2.2" Plate E -5.2 • 2 year — 6 hour Precipitation . 0.8" Plate E -5.3 • 100 year — 6 hour Precipitation 2.75" Plate E -5.4 • 2 year — 24 hour Precipitation 1.1" Plate E -5.4 • 100 year — 24 hour Precipitation 4.5" Plate E -5.6 • Runoff Coefficient 0.90 Plate D -5.6 • Hydrologic Soil Type "A" . DRAINAGE INLETS All proposed inlets are cuib.inlet catch basin. types (City of La Quinta STD. 300) in sag condition. The capacity of City standard curb inlet catch basins were analyzed using the weir equation as per the city of La.Quinta City storm drain requirements. The capacity is 10.1 cfs when W = 4 feet and 20.2 cfs when W = 8 feet; therefore all catch basins should adequately handle flows from the 100 -year storm event. A summary is provided below for each inlet. INLET BASIN INLET- DISCHARGE Q100 (cfs) TYPE SIZE 1 4.80 CURB INLET CATCH BASIN W=4' 2 3.95 CURB INLET CATCH BASIN W=4' 3 3.40 CURB INLET CATCH BASIN W =4' 4' 10.25 CURB INLET CATCH BASIN W =8' 5 17.21 CURB INLET CATCH BASIN W =8' 6 17.31 CURB INLET CATCH BASIN - W =8' 7 4.17 CURB INLET CATCH BASIN W=4' 8 4.49 CURB INLET CATCH BASIN W=45 . TRENCH DRAIN 1 -0.18 TRENCH DRAIN W =15' TRENCH DRAIN 2 0.12 TRENCH DRAIN W =15' TRENCH DRAIN 3 0.18 TRENCH DRAIN W =15' TRENCH DRAIN 4 0.24 TRENCH DRAIN W =15' PAVILION 1- 100- NEW.out Riverside CountyRational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 02/23/05 File:PAVILIONI.out Hydrology Study Control Information English (in -lb) Units used in input data file The Keith Companies, Inc. - S/N 704 Rational Method Hydrology Program. based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity- duration curves data (Plate D-4.1) For the [ Palm Springs ) area used. 10 year storm 10 minute intensity= 2.830(In/Hr) 10 year storm 60 minute intensity = 1.000(In/Hi•) 100 year storm 10 minute intensity = 4.520(In/Hr) 100 year storm 60 minute intensity = 1.600(In/Hr) Storm event year= 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In/Hr) Slope of intensity duration curve = 0.5800 fees. ef- ��t,'rD Process from Point/Station 101.000 to Point/Station 102.000 ' * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 417.000(Ft.) Top (of initial area) elevation = 74.630(Ft.) Bottom (of initial area) elevation = 70.160(Ft.) Difference in elevation = 4.470(Ft) Slope=. 0.01072 s(percent� 1.07 TC = k(0.300) *[(length ^3) /(elevation change)]^0.2 Initial area time of concentration= 8.301 min. Rainfall intensity = 5.039(In1­1r) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A= 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 4.802(CFS) Total initial stream area = 1.080(Ac.) Pervious area fraction = 0.100 Page 1 PAVILIONI - 100- NEW.out Process from Point/Station 102:000 to Point/station' 103.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 65.440(Ft.) ' Downstream point/station elevation= 64.230(Ft.) Pipe length = 120.89(Ft.) Manning's N = 0.013 'No. of pipes = 1 Required pipe flow= 4.802(CFS) Nearest computed pipe diameter = 15.00 (In.) Calculated individual pipe flow = 4.802(CFS) Normal flow depth in pipe = 9.63(ln.) Flow top width inside pipe= 14.38(In.) Critical Depth = 10.65(In.) . Pipe flow velocity = 5.77(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 8.65 min. Process from Point/Station 103.000 to Point/Station 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * *" Along Main Stream number: I in normal stream number 1 Stream flow area = 1.080(Ac.) Runoff from this stream = 4.802(CFS) Time of concentration = 8.65 min. Rainfall intensity= 4.920(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.802. , 8.65 4.920 Largest stream flow has longer time of concentration Qp = 4.802 + sum of Qp = 4.802 Total of 1 streams to confluence: Flow rates before confluence point: . 4.802 Area of streams before confluence: 1.080 Results of confluence: Total flow rate = '4.802(CFS) Time of concentration=-- 8.650 min. Effective stream area after confluence = 1.080(Ac.) Process from Point/Stati6n 104.000 to Point/station 103.000 " * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 192.000(Ft.) Top (of initial area) elevation = 72.360(Ft.) Bottom (of initial area) elevation = 70.070(Ft.) Difference in elevation = 2.290(Ft.) Slope= 0.01193 s(percent)= 1.19 _ TC = k(0.300) *[0ength ^3) /(elevation change)] ^0.2 Initial area time of concentration= ' 5.958 min. . Rainfall intensity = 6.108on/Hr) fora 100.0 year storm COMMERCIAL subarea type Page 2 PAVILION I - 100- NEW-out Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = '0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.945(CFS) Total initial stream area = 0.730(Ac.) Pervious area fraction = 0.100 Process from Point/Station 103.000 to Point/Station 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number -2 Stream flow area = 0.730(Ac.) Runoff from this stream= 3.945(CFS) Time of concentration= 5.96 min. Rainfall intensity = 6.108(ln/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. . (CFS) (min) (In/Hr) 1 4.802 8.65 4.920 .2 3.945 5.96 6.108 Largest stream flow has - longer time of concentration Qp = 4.802 + sum of Qb Ia/Ib 3.945 *. 0.806 = 3.178 Qp = 7.980 Total of 2 streams to confluence: Flow rates before confluence point: 4.802 3.945 Area of streams before confluence: 1.080 0.730 Results of confluence: Total flow rate = 7.980(CFS) Time of concentration = 8.650 min. Effective stream area after confluence = 1.810(Ac.) Process from Point/Station 105:000 to Point/Station 106.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.000(Ft.) Top (of initial area) elevation = 71:870(Ft.) Bottom (of initial area) elevation = 68.500(Ft.) Difference in elevation = 3.370(Ft.) Slope = 0.06127 s(percent)= 6.13 TC = k(0.300) *[0ength ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Page 3 PAVILION 1 -100 -NEW. out Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 Decimal. fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 'D = 0.000 - RI index for soil(AMC 3) _. 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 0.180(CFS) Total initial stream area = 0.030(Ac.) Pervious area fraction = 0.100 Process from Point/Station 106.000 to Point/Station 103.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 64.530(Ft.) Downstream point/station elevation= 64.230(Ft.) Pipe length 59.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.180(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.180(CFS) Normal flow depth in pipe 2.82(ln.) Flow top width inside pipe = 5.99(In.) Critical Depth = 2.54(In.) Pipe flow velocity = 1.97(Ftls) Travel time through pipe= 0.50 min. Time of concentration (TC) = 5.50 min. Process from Point/Station 103.000 to Point/Station 103.000 * * ** CONFLUENCE OFMINOR STREAMS * * ** Along Main Stream number: I'in normal stream number 3 Stream flow area = 0.030(Ac.) Runoff from this stream = 0.180(CFS) Time of concentration = 5.50 min. Rainfall intensity = 6.397(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.802 . 8.65 4.920 2 3.945 5.96 6.108 3 0.180 5.50 6.39.7 Largest stream flow has longer time of concentration Qp = 4.802 + sum of Qb Ia/Ib 3.945 * 0.806 = 3.178 Qb Ia/rb 0.180* 0.769= 0.138 Qp = 8.118 Total of 3 streams to confluence: Flow rates before confluence point: 4.802 3.945 0.180 Area of streams before confluence: 1.080 0.730 0.030 Page 4 PAVILION I - 100- NEW,out Results of confluence: Total flow rate = 8.118(CFS) _ Time of concentration = ' 8.650 mina Effective stream-area after confluence = 1.840(Ac.) Process from Point/Station 103.000 to Point/Station 107.000 * * * *'PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstreampoint/station elevation= 64.230(Ft.) Downstream point /station elevation= 62.850(Ft.) Pipe length = 91.21(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 8.118(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual.pipe flow = 8.118(CFS) Normal flow depth in pipe= 10.35(In.) Flow top width inside pipe = 17.80(In.) Critical Depth = 13 .'25(ln.) Pipe flow velocity = 7.73(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 8.85.n-dn. Process from Point/Station 107.000 to Point/Station 107.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.840(Ac.) Runoff from this stream = • 8.118(CFS) Time of concentration = 8.85 min. Rainfall intensity= 4.856(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.118 8.85 4.856 Largest stream flow has longer time of concentration Qp = . 8.118 + sum of Qp = 8.118 Total of 1 streams to confluence: Flow rates before confluence point: 8.118 Area of streams before confluence: 1.840 Results of confluence: Total flow rate = 8.118(CFS) Time of concentration = 8.847 min. Effective stream area after confluence = 1.840(Ac.) Process from Point/Station" 107.000 to Point/Station 107.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Page 5 PAVILION 1 -100 -NEW. out Stream flow area = 1.840(Ac.) Runoff from this stream = 8.118(CFS) Time of concentration = 8.85 min. Rainfall intensity = 4.856(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (WHr) 1 8.118 8.85 4.856 Largest stream "flow has longer time of concentration Qp = 8.118 + sum of Qp = 8.118 Total of 1 main streams to confluence: Flow rates before confluence point: 8.118 Area of streams before confluence: 1.840 " Results of confluence: Total flow rate = 8.118(CFS) Time of concentration = 8.847 min. Effective stream area after confluence = 1.840(Ac.) Process from Point/Station 110.000 to Point/Station - 111.000 « * ** INITIAL AREA EVALUA'T'ION * * ** Initial area flow distance= 58.000(Ft.) Top (of initial area) elevation= 69.840(Ft.) Bottom (of initial area) elevation = •67.000(Ft.) Difference in elevation = 2.840(Ft.) Slope = 0.04897 s(percent)= 4.90 TC = k(0. 300) *[( length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than. 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 " Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C.= 0.000 Decimal fraction soil .group D = 0.000 RI index for soil(AMC 3) = 52.00 , . Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.120(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.100 Process from Point/Station 111.000 to Point/Station 112.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 64.720(Ft.) Downstream point/station elevation = 64.370(Ft.) Page 6 PAVILION l - 100- NEW.out Pipe length = 70.15(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 0.120(CFS) Nearest computed pipe diameter = 6.00(1n.) Calculated individual pipe flow = 0.120(CFS) Normal flow depth in pipe = 2.25(ln.) Flow top width inside pipe=.. 5.81(In.) Critical Depth = 2.06(In.) Pipe flow velocity.= 1.77(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 5.66 min. Process from Point/Station - 112.000 to Point/Station 112.000 * * ** CONFLUENCE OF MINOR STREAMS.**** . Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.020(Ac.) Runoff from this stream = 0.120(CFS) Time of concentration = 5.66 min. Rainfall intensity= 6.291(In/Hr) Summary" of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.120 5.66 6.291 Largest stream flow has longer time of concentration Qp 0.120 + sum of Qp = 0.120 Total of 1 streams to confluence: Flow rates before confluence point: 0.120 Area of streams before confluence: 0.020 Results of confluence: Total flow rate = . ,0.120(CFS) Time of concentration = 5.662 min. Effective stream area after confluence = 0.020(Ac.) Process from Point/Station 113.000 to Point/Station 112.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 255.000(Ft.) Top (of initial area) elevation= 72.120(Ft.) Bottom (of initial area) elevation = 68.070(Ft.) Difference in elevation = 4.050(Ft.) Slope= 0.01588 s(percent)= • 1.59 TC= k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 6.303 min. Rainfall intensity = 5.912(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.884 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Page 7 P AVILION l - 100 -NEW. out RI index for soil(AMC 3) = 52.00 Pervious area fraction= 0.100; Impervious fraction= '0.900 Initial subarea runoff 10.248(CFS) Total initial stream area = 1.960(Ac.) Pervious area fraction = 0.100 Process from Point/Station 1 12.000 to Point/Station 112.000 ****.CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2, Stream flow area = 1.960(Ac.) Runoff from this stream = 10.248(CFS) Time of concentration = 6.30 min. Rainfall intensity = 5.912(bvEr) - Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.120 5.66 - 6.291 2 . 10.248 6.30 5.912 Largest stream flow has longer time of concentration Qp = 10.248 + sum of J Qb Ia/lb 0.120* 0.940= 0.113 Qp = 10.361 Total of 2 streams to confluence: Flow rates before confluence point: 0.120 10.248 Area of streams before confluence: 0.020 1.960 Results of confluence: Total flow rate = 10.361(CFS) Time of concentration = 6.303 min. Effective stream area after confluence = 1.980(Ac.). Process from Point/Station 112.000 to Point/Station. 107.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 64.370(ft) Downstream point/station elevation= 62.850(Ft.) Pipe length = 304.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow= 10.361(CFS) Nearest computed pipe diameter = 21.00(ln.) Calculated individual pipe flow = 10.36 i (CFS) Normal flow depth in pipe = 15.96(ln.) Flow top width inside pipe= i 7.94(ln.) Critical Depth= 14.3 9(In:) Pipe flow velocity = 5.28(Ft/s) . Travel time through pipe = 0.96 min. Time of concentration (TC) = 7.26 mina Process from Point/Station 107.000 to Point/Station 107.000 Page 8 PAVILION 1 -1 00-NEW.out * " ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in. normal stream number. 1 Stream flow area = 1.980(Ac.) Runoff -from this stream= . 10:361(CFS) Time of concentration = 7.26 min. Rainfall intensity= 5.445on/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (WHr) 1 10361 7.26 5.445 - Largest stream flow has longer time of concentration Qp = 10.361 + sum of Qp 10.361 Total of 1 streams to confluence: Flow rates before confluence point: 10.361 Area of streams before confluence: 1.980 Results of confluence: Total flow rate = 10.361(CFS) Time of concentration = 7.264 min. Effective stream area after confluence = 1.980(Ac.) Process from Point/Station 107.000 to Point/Station 107.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.980(Ac.) Runoff from this stream = 10.361(CFS) Time of concentration = 7:26 min. Rainfall intensity = 5.445(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.118 8.85 4.856 2 10.361 7.26. 5.445 - Largest stream flow has longer or shorter time of concentration Qp = 10.361 +sum of Qa Tb/Ta 8.118 * 0.821 = 6.665 Qp = 17.026 Total of 2 main streams to confluence: Flow rates before confluence point: 8.118 10.361 Area of streams before confluence: 1.840 1.980 Results of confluence: Page 9 PAVILION I - 100= NEW.out Total.flow rate = 17.026(CFS) Time of concentration = 7.264 min. Effective stream area after confluence = 3.820(Ac.) Process from Point/Station 107.000 to Point /Station 109.000 * * ** PIPEFLOW'TRAVEL TIME (Program estimated size) Upstream point/station elevation= 62.850(Ft.) Downstream point/station elevation = 61.400(R,) Pipe length = 192.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.026(CFS). Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.026(CFS) Normal flow depth in pipe= 17.27(ln.) Flow -top width inside pipe = .21.56(ln.) Critical Depth = 0.85(ln.) Pipe flow velocity = 7.03(Ft/s) Travel time through -pipe= 0.46 min. Time of concentration (TC) = 7.72 min. Process from Point/Station 109.000 to Point/Station 109.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.820(Ac.) Runoff from this stream = 17.026(CFS) Time of concentration = 7.72 min. Rainfall intensity = 5.256(ln/Hr) Summary of stream data: Stream -Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.026 7.72 5.256 Largest stream flow has longer time of concentration Qp = 17.026 + sum of Qp = 17.026 'Total of 1 streams to confluence: Flow rates before confluence point: 17.026 Area of streams before confluence: 3.820 Results of confluence: Total flow rate = 17.026(CFS) Time of concentration = 7.720 min. Effective, stream area after confluence = _ 3.820(Ac.) i Process from Point/Station 108.000 to Point/Station 109.000 * * ** INITIAL AREA EVALUATION Initial area flow distance= 233.000(Ft.) Top (of initial area) elevation = 72.140(Ft.) Bottom (of initial area) elevation = 68.060(Ft.) Page 10 PAVILIONI - 100- NEW.out Difference in elevation = 4.080(Ft.) Slope= 0.01751 ,s(percent)--� 1.75 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 5.962 min. Rainfall intensity = 6.105(In/Hr) for a . 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C,= 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0:100; Impervious fraction—" 0.900 Initial subarea runoff= 3.404(CFS) Total initial stream area = 0.630(Ac.) Pervious area fraction= 0.100 Process from Point/Station 109.000 to Point/Station 109.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number-2 Stream flow area = 0.630(Ac.) Runoff from this stream = 3.404(CFS) Time of concentration = 5.96 min. Rainfall intensity = 6.1.05(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.026 7.72 5.'. 256 2 3.404 5.96 6.105 Largest stream flow has longer time of concentration Qp = 17.026 + sum of Qb Ia/Ib 3.404 * 0.861 = 2.930 Qp = 19.956 . Total of 2 streams to confluence: Flow ratesbefore confluence point: 17.026 3.404 Area of streams before confluence: 3.820 0.630 Results of confluence: Total flow rate = 19.956(CFS) Time of concentration = 7.720 min. Effective stream area after confluence = 4.450(Ac.) End of computations, total study area = 4.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Page 11 PA V ILI ON2 -100 -3 -2 8 -05. out Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/28/05 File :PAVILION2.out * * * * * * * *# Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file The Keith Companies, Inc. - SIN 704 Rational Method Hydrology Program based on Riverside County Flood Control g Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity- duration curves data (Plate D-4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity = 2.830(In/Hr) 10 year storm 60 minute intensity = 1.000(In/Hr) 100 year storm 10 minute intensity = 4.520(ln/Hr) 100 year storm 60 minute intensity= 1.600(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity= 1.600(In/Hr) Slope of intensity duration curve = 0.5800 Process from Point/Station 201.000 to Point/Station 202.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 746.000(Ft.) Top (of initial area) elevation= 74.450(Ft.) Bottom (of initial area) elevation = 67.840(Ft:) Difference in elevation = 6.610(Ft.) Slope = 0.00886., s(percent)= 0.89 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 10.882 min. Rainfall intensity = 4.307(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 i Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 17.206(CFS) Total initial stream area = 4.540(Ac.) Pervious area fraction = 0.100 Page I PAVILION2- 100- 3 -28 -05 . out Process from Point/Station 202.000 to Point/Station 203.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 64.090(Ft.) Downstream point/station elevation = 61.860(Ft.) Pipe length = 354.24(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 17.206(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.206(CFS) Normal flow depth in pipe= 15.33(In.) Flow top width inside pipe= 23.06(In.) Critical Depth = 17.94(ln.) Pipe flow velocity = 8.12(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 11.61 min. Process from Point/Station 203.000 to Point/Station 203.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.540(Ac.) Runoff from this stream = 17.206(CFS) Time of concentration= 11.61 min. - Rainfall intensity = 4.148(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity _ No. (CFS) (nun) (In/Hr) 1 17.206 11.61 4.1.48 Largest stream flow has longer time of concentration Qp = . 17.206 + sum of Qp = •17.206 Total of 1 streams to confluence: Flow rates before confluence point: 17.206 Area of streams before confluence: 4.540 Results of confluence: , Total flow rate = 17.206(CFS) Time of concentration = 11.609 min. Effective stream area after confluence = 4.540(Ac.) Process from Point%Station 203.000 to Point/Station 204.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 61.860(Ft.) Downstream point/station elevation= 60.580(Ft.) Pipe length = 151.06(Ft.) 'Manning's N = 0.010 No. of-pipes = 1 Required pipe flow = 17.206(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow 17.206(CFS) Normal flow depth in pipe = 15.68(In.) Flow top width inside pipe= 18.27(In.) Critical Depth= 18.23(In.) Page 2 PAV ILION2- 100- 3- 28- 05.out Pipe flow velocity = 8.93(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 11.89 min. Process from Point/Station 204.000 to .Point/Station 204.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number I. Stream flow area = 4.540(Ac.) Runoff from this stream = 17.206(CFS) Time of concentration= 11.89 min. . Rainfall intensity= 4.09 ] (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.206 11.89 4.091 Largest stream flow has longer time of concentration Qp = 17.206 + sum of Qp = 17.206 'i Total of 1 streams to confluence: Flow rates before confluence point: 17.206 Area of streams before confluence: 4.540 Results of confluence: Total flow rate = 17.206(CFS) Time of concentration = 11.891 min. Effective stream area after confluence = 4.540(Ac.) Process from Point/Station 205.000 to Point/Station 206.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 517.000(Ft.) Top (of initial area) elevation = 72.000(Ft.) Bottom.(of initial area) elevation= 66.270(Ft.) Difference in elevation = 5.730(Ft.) Slope= 0.01108 s(percent)= 1.11 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.986 min. Rainfall. intensity = 4.812(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction= 0.100; Impervious fraction= 0.900 Initial subarea runoff= 17.312(CFS) Total initial stream area = 4.080(Ac.) Pervious area fraction = 0. 1.00 Page 3 PA V ILION2 -100 -3 -2 8 -05. out Process from Point/Station 206.000 to Point/Station 204.000 * * *° PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 60.770(Ft.) Downstream point/station elevation= 60.580(Ft.) Pipe length = 9.69(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 17.312(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 17.312(CFS) Normal flow depth in pipe= 13.41(In.) Flow top width inside pipe = 15.70(In.) Critical depth could not be calculated. Pipe flow velocity = 12.25(Ft/s) Travel time through, pipe = 0.01 min. Time of concentration (TC) = 9.00 min. Process from Point/Station 204.000 to Point/station 204.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal. stream number 2 Stream flow area = 4.080(Ac.) Runoff from this stream = 17.312(CFS) Time of concentration = 9.00 min. Rainfall. intensity = 4.808(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min)' (In/Hr) 1 17.206 11.89 4.091- 2 17.312 9.00 4.808 Largest stream flow has longer or shorter time of concentration ` Qp = 17.312 + sum of Qa Tb/Ta 17.206 * 0.757 = 13.022 Qp = 30.334 Total of 2 streams to confluence: Flow rates before confluence point: . 17.206 17.312 Area of streams before confluence: 4.540 4.080 Results of confluence: . Total flow rate = 30.334(CFS) Time of concentration = 9.000 min. Effective stream area after confluence = 8.620(Ac.) Process from Point/Station 204.000 to Point/Station .205.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 60.580(Ft.) Downstream point/station elevation = 59.220(Ft.) Pipe length = 273.40(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 30.334(CFS) Nearest computed pipe diameter = 30.00(In.) Page 4 P A V ILI ON2- 100 -3 -2 8 -05 . out Calculated individual pipe flow = 30.334(CFS) Normal flow depth in. pipe= 20.41(In.) Flow top width inside pipe =' 27.98(In.) Critical Depth = 22.52(In.) Pipe flow velocity = 8.52(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 9.53 min. Process from Point/Station 208.000 to Point/Station 208.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.620(Ac.) Runoff from this stream = 30.334(CFS) Time of concentration = 9.53 min. Rainfall intensity = 4.650(In/Hr) Summary of stream data: Stream Flow rate, TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.334 9.53 4.650 Largest stream flow has longer time of concentration Qp = 30.334 + sum of Qp = 30.334 Total of 1 streams to confluence: Flow rates before confluence point: 30.334 Area of streams before confluence: 8.620 Results of confluence: Total flow rate = 30.334(CFS) Time of concentration = 9.534 min. Effective stream area after confluence = 8.620(Ac.) Process from Point/Station 207.000 to Point/Station 208.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 161.000(Ft.) Top (of initial area) elevation= 69.000(Ft.) Bottom (of initial area) elevation = 66.550(Ft.) Difference in elevation = 2.450(Ft.) .Slope= 0:01522 s(percent)= 1.52 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 . Initial area time of concentration = 5.289 min. Rainfall intensity = 6.545(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 Decimal fraction soil.group B = 0.000 j Decimal fraction. soil group C = 0.000 , Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 . Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.174(CFS) Page 5 J PAVILION2- 100- 3- 28 -05. out Total initial.stream area = 0.720(Ac.) Pervious area fraction = 0.100 Process from Point/Station 208.000 to Point/Station 208.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.720(Ac.) Runoff from this stream = 4.174(CFS) Time of concentration = 5.29 min. Rainfall intensity = 6.545(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.334 _ 9.53 4.650 2 4.174 5.29 6.545 Largest stream flow has longer time of concentration Qp = 30.334 + sum of Qb Ia/Ib 4.174 * 0.711 = 2.966 Qp = 33.299 Total of 2 streams to confluence: Flow rates before confluence point: , _ 30.334 4.174 Area of streams before confluence: 8.620 0.720 Results of confluence: Total flow rate = 33.299(CFS) Time of concentration = 9.534 min. Effective stream area after confluence = 9.340(Ac.) Process from Point/Station 208.000 to Point/Station " 208.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.340(Ac.) Runoff from this stream = 33.299(CFS) Time of concentration = 9.53 min. Rainfall intensity = 4.650(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.299 9.53 4.650 Largest stream flow has longer time of concentration Qp = 33199 + sum of Qp = 33.299 Total of 1 main streams to confluence: Flow rates before confluence point: Page 6 PAVILION2- 100- 3- 28- 05.out 33.299 Area of streams before confluence: 9.340 Results of confluence: Total flow rate= 33.299(CFS) Time of concentration = 9.534 min. Effective stream area after confluence = 9.340(Ac.) Process from Point/Station 208.000 to Point/station 220.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 59.340(Ft.) Downstream point/station elevation = 58.760(Ft.) Pipe length = 116.53(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 33.299(CFS) Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow = 33.299(CFS) Normal flow depth in pipe = 21.94(In.) Flow top width inside pipe = 26.60(In.) Critical Depth=. 23.55(ln.) Pipe flow velocity = 8.65(Ft/s) Travel time through pipe= 0.22 min. Time of concentration (TC) = 9.76 min. Process from Point/Station 220.000 to Point/Station 220.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.340(Ac.) Runoff from this stream= '33.299(CFS) Time of concentration = 9.76 min. Rainfall intensity= 4.588(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.299 9.76 4.588 Largest stream flow has longer time of concentration Qp = 33.299 + sum of Qp = 33.299 Total of 1 streams to confluence: Flow rates before confluence point: 33.299 Area of streams before confluence: 9.340 Results of confluence: Total flow rate = 33.299(CFS) Time of concentration = 9.759 min. Effective stream area after confluence = 9.340(Ac.) Page 7 PAVILION2- 100- 3- 28- 05. out . Process from Point/Station 211.000 to Point/Station 212.000 * * ** IMTIAL AREA EVALUATION * * ** Initial area flow distance = 72.000(Ft.) Top (of initial area) elevation = 68.350(Ft.) Bottom (of initial area] elevation = 65.000(Ft.) Difference in elevation = 3.350(Ft.) Slope= 0.04653 s(percent)= 4.65 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction. soil group A =1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C.= 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = '0.900 Initial subarea runoff = 0.240(CFS) Total initial stream area = 0.040(Ac.) Pervious area fraction = 0.100 Process from Point/Station 212.000 to Point/Staiion 220.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 60.000(Ft.) Downstream point/station elevation = 58.760(Ft.) Pipe length = 23.34(Ft.) Manning's N = 0.01,0 No: of pipes.= 1 Required pipe flow= 0.240(CFS) Nearest computed pipe diameter = 3.00(ln.) Calculated individual pipe flow = 0.240(CFS) Normal flow depth in pipe = 2.23(In.) Flow top width inside pipe = 2.62(In.) Critical depth could not be calculated. Pipe flow velocity = 6.11(Ft/s) Travel time through pipe = 0:06 min. Time of concentration (TC) = 5.06 min. Process from Point/Station 220.000. to Point/Station 220.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.040(Ac.) Runoff from this stream = 0.240(CFS) Time of concentration = 5.06 min. Rainfall intensity = 6.712(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.299 9.76 4.588 2 0.240 5.06 6.712 Page 8 i 1 PAV IL10N2- 100- 3- 28 -05. out Largest stream flow has longer time of concentration Qp = 33.299 + sum of Qb Ia/Ib 0.240 * 0.684 = 0.164 Qp = 33.463 Total of 2 streams to confluence: Flow rates before confluence point: 33.299. 0.240 Area of streams before confluence: 9.340 0.040 Results of confluence: Total flow rate = 33.463(CFS) Time of concentration = 9.759 min. j Effective stream area after confluence 9.380(Ac.) Process from Point/Station 220.000 to Point/Station 216.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstreampoint/station elevation= 58.760(Ft.) Downstream point/station elevation= 58.160(Ft.) Pipe length = 119.01(Ft.) Manning's N = 0.010 No. of pipes = I Required pipe flow = 33.463(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 33.463(CFS) Normal flow depth in pipe= 21.91(ln.) Flow top width inside pipe = 26.62(In.) Critical Depth = 23.60(In.) Pipe flow velocity=. 8.71(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 9.99 min. Process from Point/Station 216.000 to Point/Station 216.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: I in normal stream number 1 Stream flow area = 9:380(Ac.) Runoff from this stream = 33.463(CFS) Time of concentration = 9.99 min. Rainfall intensity = 4.527(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.463 9.99 4.527 Largest stream flow has longer. time of concentration Qp = 33.463 + sum of .Qp .= 33.463 Total of l streams to confluence: Flow rates before confluence point: 33.463 Area of streams before confluence: 9:380 Results of confluence: Page 9 P AV ILI ON2- 100 -3 -2 8 -05. out Total flow rate = 33.463(CFS) Time of concentration = 9.986 min. Effective stream area after confluence = 9.380(Ac.) Process from Point/Station 215.000 to Point/Station 216.000 * * ** IMTIAL AREA EVALUATION * * ** Initial area flow distance= 139.000(Ft) Top (of initial area) elevation = 70.000(Ft.) Bottom (of initial area) elevation = 67.750(Ft.) Difference in elevation = . 2.250(Ft.) Slope= 0.01619 s(percent)= 1.62 TC = k(0.300) *[(lengtb ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration= 5.000 min. Rainfall intensity = . 6.762(ln/Hr) fora 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = .0.886 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction= 0.100; Impervious fraction= 0.900 Initial subarea runoff = 4.494(CFS) Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.100 Process from Point/Station 216.000 to Point/Station 216.000 * * ** CONFLUENCE OF MINOR STREAMS k #k# Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream = 4.494(CFS) Time of concentration = 5.00 min. Rainfall intensity = 6.762(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.463 9:99 4.527 2 .4.494 5.00 6.762 Largest stream flow has longer time of concentration Qp = 33.463 + sum of "Qb la/Ib 4.494 * 0.669 = 3.009 Qp = 36.472 Total of 2 streams to confluence: Flow rates before confluence point: 33.463 4.494 Area of streams before confluence: 9.380 0.750 Results of confluence: Page 10 PAVILI.ON2- 100- 3- 28 -05. out Total flow rate = 36.472(CFS) Time of concentration = 9.986 min. Effective stream area after confluence = 10.130(Ac.) Process from Point/Station 216.000 to Point/Station 221.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation= 58.160(Ft.) Downstream point/station elevation = 57.490(Ft.) Pipe length = 133.08(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 36.472(CFS) Nearest computed pipe diameter = 30.00(in.) Calculated individual pipe flow = 36.472(CFS) Normal flow depth in .pipe = 23.67(In.) Flow top width inside pipe = 24.48(ln.) Critical Depth = 24.56(In.) Pipe flow velocity = 8.78(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 10.24 min. Process from Point/Station 221.000 to Point/Station, 221.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** _ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.130(Ac.) Runoff from this stream = 36.472(CFS) Time of concentration = 10.24 min. Rainfall intensity = 4.462(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (ln/Hr) 1 36.472 10.24 4.462 Largest stream flow has longer time of concentration Q = 36.472 + sum of Qp = 36.472 Total of 1 streams to confluence: Flow rates before confluence point: 36.472 Area of streams before confluence: 10.130 Results of confluence: Total flow rate = 36.472(CFS) Time of concentration= 10.239 min. Effective stream area after confluence = 10.130(Ac.) Process from Point/Station 213.000 to Point/Station 214.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 69.000(Ft.) Top (of initial area) elevation = 70.000(Ft.) Bottom (of initial area) elevation = 66.000(Ft.) Page 11 PAVILI ON2- 100- 3- 28 -05: but Difference in elevation 4.000(Ft.) Slope = 0.05797 s(percent)= 5.80 TC = k(0.300) *[(1ength 13) /(elevation change)) ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration= 5.000 min. Rainfall intensity = 6.762(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal- fraction soil group D = 0.000 . RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900, Initial subarea runoff = 0.180(CFS) ' Total initial stream area = 0.030(Ac.) Pervious area fraction = 0.100 Process from Point/Station 214.000 to Point/Station 221.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 60.000(Ft.) Downstream point/station elevation = 57.490(Ft.) Pipe length = 45.99(Ft.) Manning's N = 0.010 . -No. of pipes= I Required pipe flow = 0.180(CFS) Nearest computed pipe diameter = .3.00(In.) Calculated individual pipe flow = 0.180(CFS) Normal flow depth in pipe= 1.80(In.) Flow top width inside pipe = 2.94(ln.) Critical Depth = 2.84(In.) Pipe flow velocity = 5.86(Ft/s) Travel time through pipe= 0.13 min. Time of concentration (TC) = 5.13 min. Process from Point/Station 221.000 to Point/Station 221.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.030(Ac.) Runoff from this stream = 0.180(CFS) Time of concentration = 5.13 min. Rainfall intensity = 6.661(ln/Hr) Summary of stream data Stream Flow rate. TC Rainfall, Intensity No. (CFS) (min) (In/Hr) 1 2 Lar Qp Qp 36.472 10.24 4.462 0.180 5.13 6.661 Best stream flow has longer time of concentration = 36.472 + sum of Qb Ia/Ib 0.180* 0.670= 0.120 = 36.592 Page 12 PAVILI0142- 100- 3- 28 -05. out Total of 2 streams to confluence: Flow rates before confluence point: 36.472 0.180 Area of streams before confluence: 10.130 0.030 Results of confluence: Total flow rate = 36.592(CFS) . Time of concentration = 10.239 min. Effective stream area after confluence = 10.160(Ac.) Process from Point/Station 221.000 to Point/station 222.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 57.490(Ft.) Downstream point/station elevation = 54.320(Ft.) Pipe length = 532.10(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 36.592(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 36.592(CFS) Normal flow depth.in pipe = 22.03(In.) Flow top width inside pipe = 26.50(In.) Critical Depth = 24.59(In.) Pipe flow velocity = 9.47(Ft/s) Travel time through. pipe = 0.94 min. Time of concentration (TC) = 11.18 min. Process from Point/Station 222.000 to Point/station. 222.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.0.160(Ac.) Runoff from this stream = 36.592(CFS) Time of concentration= 11.18 min. Rainfall intensity = 4.241(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr). 1 36.592 11.18 4.241 Largest stream flow has longer time of concentration Qp = 36.592 + sum of Qp = 36.592 Total of I streams to confluence: Flow rates before confluence point: 36.592 Area of streams before confluence: 10.160 Results of confluence: Total flow rate = 36.592(CFS) Time of concentration = 11.175 min. Effective stream area after confluence = 10.160(Ac.) End of computations, total study area = 10.16 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Page 13 PA VILION2- 100- 3- 28 -05. out Area averaged pervious area fraction(Ap) = 0. 100 Area averaged RI index number= 3 2. 0 Page 14 PAVILIONOFF -1 00.out Riverside County. Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/05 File:PAVILIONOFF.out * * * * * * * ** Hydrology Study Control Information English (in -lb) Units used in input data file The Keith Companies, Inc. - SIN 704 - Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition= 3 Standard intensity- duration curves data (Plate D-4.1) For the [ Palm Springs ] area used- 10 year storm 10 minute intensity= 2.830(In/Hr) 10 year storm 60 minute intensity = 1.000(ln/Hr) 100 year storm 10 minute intensity = 4.520(ln/Hr) 100 year storm 60 minute intensity= 1.600(In/Hr) Stone event year = 100.0 Calculated rainfall intensity data: 1 hour intensity 1.600(In/Hr) Slope of intensity. duration curve = 0.5800 Process from Point/Station 300.000 to Point/Station 301.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 273.000(Ft.) Top (of initial area) elevation = • 69.930(Ft.) Bottom (of initial area) elevation= 68.070(Ft.) Difference in elevation = 1.860(Ft.) Slope= 0.00681 s(percent)= 0.68 TC = k(0.300) *[0ength ^3) /(elevation change)] ^0.2 Initial area time of concentration = 7.672 min. Rainfall intensity = 5.275(In/Hr) for a 100.0 year storm COMMERCIAL subarea type / Runoff Coefficient = 0.883 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.547(CFS) Total initial stream area = 1.191(Ac.) . Pervious area fraction = 0.100 Page 1 PAVILIONOFF- 100.out Process from Point/Station 301.000 to Point/Station 301.000' CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.191(Ac.) Runoff from this stream = 5.547(CFS) Time of concentration = 7.67 min. Rainfall intensity= �5.275(1n/Hr) -Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.547 7.67 5.275 Largest stream flow bas longer time of concentration Qp = 5.547 + sum of Qp = 5.547 Total of 1 streams to confluence: Flow rates before confluence point: 5.547 Area of streams before confluence: 1.191 Results of confluence: i Total flow rate = 5.547(CFS) Time of concentration = 7.672 min. Effective -stream area after confluence = 1.191(Ac.) End of computations, total study area = 1.19 (Ac.) The following figures may be used for a unit hydrograph study of the same area Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Page 2 PAVIUON1- 10- NEW.out Riverside County Rational Hydrology Program CIVILCADD /CIVII.DESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 02/23/05 File:PAVILIONI.out * * * * * * * ** Hydrology Study Control Information English (in -lb) Units used in input data file The Keith Companies, Inc. - SIN 704 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition= 3 Standard intensity- duration curves data (Plate D-4:1) For the [ Palm Springs ] area used. I 10 year storm 10 minute intensity = 2.830(In/Hr) 10 year storm 60 minute intensity= 1.000(In/Hr) 100 year storm 10 minute intensity = 4.520(In/Hr) 100 year storm 60 minute intensity = 1.600(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity= 1.000(In/Hr) Slope of intensity duration curve = 0.5800 A L; -rn -a Process from Point/Station 101.000 to Point/Station 102.000 * * ** INITIAL AREA EVALUATION " * ** Initial area flow distance = 417.000(Ft.) Top (of initial area) elevation = 74.630(Ft.) Bottom (of initial area) elevation = 70.160(Ft.) Difference in elevation = 4.470(Ft.) Slope= 0.01072 s(percent)= 1.07 TC = k(0.3 00) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 8.301 -min. Rainfall intensity = 3.149(In/Hr) fora 10.0 year storm j COMMERCIAL subarea type Runoff Coefficient= 0.875 Decimal fraction soil group 'A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) .= 52.00 Pervious area fraction= 0.100; Impervious fraction= 0.900 Initial subarea runoff= 2.975(CFS) Total initial stream area = 1.080(Ac.) Pervious area fraction = 0.100 Page 1 PAVILIONI - 10- NEW.out Process from Point/Station 102.000 to Point/Station 103.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** - Upstream point/station elevation = 65.440(Ft.) Downstream point/station elevation= 64.230(Ft.) Pipe length = 120.89(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 2.975(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.975(CFS) Normal flow depth in pipe= 8.38(ln.) Flow top width inside pipe= 11.02(In.). Critical Depth = 8.88(In.) Pipe flow velocity = 5.08(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 8.70 min. Process from Point/Station 103.000 to Point/Station 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.080(Ac.) ,Runoff from this stream = 2.975(CFS) Time of concentration = 8.70 min. Rainfall intensity = - 3.065(hVHr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.975 8.70 1065 Largest stream flow has longer time of concentration Qp = 2.975 + sum of . Qp = 2.975 Total of 1 streams to confluence: Flow rates before confluence point: 2.975 Area of streams before confluence: 1.080 Results of confluence: Total flow rate = 2.975(CFS) Time of concentration = 8.698 min. Effective stream area after confluence = 1.080(Ac.) Process from Point/Station 104.000 to Point/Station 103.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 192.000(Ft.) Top (of initial area) elevation= 72.360(Ft.) Bottom (of initial area) elevation = 70.070(Ft.) Difference in elevation = 2.290(Ft.) Slope= 0.01193 s(pement)= 1.19 TC = k(0.300) *[(lerigth ^3) /(elevation change)]^0.2 Initial area time of concentration = 5.958 min. Rainfall intensity = 3.817(ln/Hr) fora 10.0 year storm COMMERCIAL subarea type Page 2 PAV ILION l -10 -NEW. out. Runoff Coefficient = 0.878 Decimal fraction soil group A =1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction= 0.100; impervious fraction= 0.900 Initial subarea runoff= " 2.447(CFS) Total initial stream area = 0.730(Ac.) Pervious area fraction = 0.100 Process from Point/Station 103.000 to Point/Station 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.730(Ac.) Runoff from this stream = 2.447(CFS) Time of concentration = 5.96 min. Rainfall intensity= 3:817(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (InW, 1 2.975 8.70 3.065 2 2.447 5.96 3.817 Largest stream flow has longer time of concentration Qp = 2.975 + sum of Qb Ia/Ib 2.447 * 0.803 = 1.965 Op = 4.940 Total of 2 streams to confltience: Flow rates before confluence point: 2.975 2.447 Area of streams before confluence: 1.080 0.730 Results of confluence: Total flow rate = 4.940(CFS) Time of concentration = 8.698 min. Effective stream area after confluence = 1.810(Ac.) Process from Point/Station 105.000 to Point/Station 106.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 55.000(Ft.) Top (of initial area) elevation = 71.870(Ft.) Bottom (of initial area) elevation = 68.500(Ft.) Difference in elevation = 3.370(Ft.) Slope = 0.06127 s(percent)= 6.13 TC = k(0.300) *[Gengtb ^3) /(elevation change)] ^0.2 �- Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.226(In/Hr) fora 10.0 year storm COMMERCIAL subarea type Page 3 i PAVILIONI- 10- NEW.out Runoff Coefficient = 0.880 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 0.112(CFS) Total initial stream area = 0.030(Ac.) Pervious area fraction = 0.100 Process from Point/Station. 106.000 to Point/Station 103.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation= 64.530(Ft.) Downstream point/station elevation= 64.230(Ft.) Pipe length - 59.48(Ft.) Manning's N = 0.013" No. of pipes = 1' Required pipe flow = 0.112(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.112(CFS) Normal flow depth in pipe = .2.16(In.) Flow top width inside pipe= 5.76(In.) Critical Depth = 1.98(ln.) Pipe flow velocity = 1.74(Ft/s) Travel time through pipe = 0.57 min. Time of-concentration (TC) = 5.57 rein. Process from Point/Station 103.000 to Point/Station 103.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.030(Ac.) . Runoff from this stream = 0.112(.CFS) . Time of concentration = 5.57 min. Rainfall intensity= 3.969(hVHr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In/Hr) 1 2.975 8.70 3.065 ' 2 2.447 5.96 3.817 3 0.112 5.57 3.969 Largest stream flow has longer time of concentration Qp = 2.975 + sum of Qb Ia/Ib 2.447 * 0.803 = 1.965 Qb Ia/Ib 0.112 * 0.772 = 0.086 Qp = 5.026 Total of 3 streams to confluence: Flow rates before confluence point: 2.975 2.447 0:112 Area of streams before confluence: 1.080 0.730 0.030 Page 4 PAVILION 1- 10- NEW.out Results of confluence: Total flow rate = 5.026(CFS) Time of concentration = 8.698 min. Effective stream area after confluence = 1.840(Ac.) Process from Point/Station 103.000 to PointtStation 107.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 64.230(Ft.) Downstreampoint/station elevation = 62.850(Ft.) Pipe length = 91.21(Ft.) Manning's N= 0.013 No. of pipes =1 Required pipe flow = • 5.026(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.026(CFS) Normal flow depth in pipe = 8.66(ln.) Flow top width inside pipe = 14.82(In.) Critical Depth= 10.91(In.) Pipe flow velocity= 6.85(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 8.92 min. Process from Point/Station 107.000 to Point/Station 107.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in riorinal stream number 1 Stream flow area = 1.840(Ac.) Runoff from this stream = 5.026(CFS) Time of concentration = 8.92 min. Rainfall intensity= 3.021(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.026 8.92 3.021 Largest stream flow has longer time of concentration Qp = 5.026 + sum of Qp = 5.026 Total of 1 streams to confluence: Flow rates before confluence point: 5.026 Area of streams before confluence: 1.840 Results of confluence: Total flow rate = 5.026(CFS) Time of concentration = 8.920 min. Effective stream area after confluence = 1.840(Ac.) Process from Point/Station 107.000 to Point/Station 107.000 * *" * CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Page 5 PAVILION l - 10- NEW.out Stream flow area = 1.840(Ac.) Runoff from this stream= 5.026(CFS) Time of concentration = 8.92 min. Rainfall intensity = 3.021(In/Hr) Summary of stream data: • , Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.026 8.92 3.021 Largest stream flow has longer time of concentration Qp = 5.026 + sum of Qp = 5.026 Total-of 1 main streams to confluence: Flow rates before confluence point: 5.026 Area of streams before confluence: 1.840 Results of confluence: Total flow rate = 5.026(CFS) Time of concentration = 8.920 min. Effective stream area after confluence = 1.840(Ac.) Process from Point/Station 110.000 to Point/Station 111.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 58.000(Ft.) Top (of initial area) elevation = 69.840(Ft.) Bottom (of initial area) elevation= 67.000(Ft.) Difference in elevation = 2.840(Ft.) . Slope = 0.04897 s(percent)= 4.90 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; .program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.226(In/Hr) fora 10:0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 0.074(CFS) Total initial stream area = 0.020(Ac.) Pervious area fraction = 0.100 Process from Point/Station 111.000 to Point/Station 112.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 64.720(Ft.) Downstream point/station elevation= 64.370(Ft.) Page 6 Tp -a PAVILION140- NEW.out Pipe length = 70.15(Ft.) Manning's N = 0:013. No. of pipes = 1 Required pipe flow = 0.074(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0:074(CFS) Normal flow depth in pipe= 1.76(In.) Flow top width inside pipe = 5.47(In.) Critical Depth = 1.61(ln.) Pipe flow velocity = 1.55(Ft/s) Travel time through pipe = 0.75 min. Time of concentration (TC) = 5.75 min. - Process from Point/Station 1.12.000 to Point/Station 112.000 « * «« CONFLUENCE OF MINOR STREAMS * « ** Along Main Stream number: 1 in normal:stream number 1 Stream flow area = 0.020(Ac.) Runoff from this stream = 0.074(CFS) Time of concentration = 5.75 min. Rainfall intensity= 3.895(In/1-Ir) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.074 5.75 3.895 Largest stream flow has longer time of concentration Qp = 0.074 + sum of Qp = 0.074 Total of 1 streams to confluence: Flow rates before confluence point: 0.074 Area of streams before confluence: 0.020 Results of confluence: Total flow rate = 0.074(CFS) Time of concentration = 5.755 min. Effective stream area after confluence = 0.020(Ac.) Process from Point/Station 113.000 to Point/Station 112.000 ! * ** INITIAL AREA EVALUATION * * ** Initial area flow distance =. 255.000(Ft.) Top (of initial area) elevation = 72.120(Ft.) Bottom (of initial area) elevation= 68.070(Ft.) Difference in elevation = 4.050(Ft.) Slope = 0.01588 s(percent)7— 1.59 TC = k(0.300) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration= 6.303 min. Rainfall intensity = 3.695(In/Hr) fora 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction'soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Page 7 PAVILIONI - 10- NEW.out RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 6.355(CFS) Total initial stream -area = 1.960(Ac.) Pervious area fraction = 0.100 Process from Point/Station 112.000 to Point/Station 112.000 CONFLUENCE OF MINOR STREAMS * * *" Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.960(Ac.) Runoff from this stream = 6.355(CFS) Time of concentration= 6:30 min. Rainfall intensity = 3.695(In/Hr) Summary of stream data Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.074 5.75 3.895 2 6.355 00 3.695 Largest stream flow has longer time of concentration Qp = 6.355 + sum of Qb Ia/Ib 0.074 * 0.949 = 0.071 Qp = 6.425 Total of 2 streams to confluence: - Flow rates before confluence point: 0.074 6.355 Area of streams before c6nfluence: 0.020 1.960 Results of confluence: Total flow rate = 6.425(CFS) Time of concentration = 6.303 min. Effective stream area after confluence = 1.980(Ac.) Process from Point/Station . 112.000'to Point/Station 107.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstreampoint/station elevation = 64.370(Ft.) Downstream point/station elevation = 62.850(Ft.) Pipe length = 304.53(Ft.) Mannines N = 0.013 No. of pipes = 1 Required pipe flow = 6.425(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.425(CFS) Normal flow depth in pipe = 12.94(ln.) Flow top width inside pipe = 16.19(ln.) Critical Depth = 11.77(In.) Pipe flow velocity = 4.73(Ft/s) Travel time through pipe = 1.07 min. Time of concentration (TC) = 7.38 min. Process from Point/Station 107.000 to Point/Station 107.000 Page 8 PAVILION 1- 10- NEW.out * *'* CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.980(Ac.) Runoff from this stream = 6.425(CFS) Time of concentration= 7.38 min. Rainfall intensity = 3.373(In/Hr) Summary of stream data: Stream Flow rate TC .Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.425 7.38 3.373 Largest stream flow has longer time of concentration Qp = 6.425 + sum of Qp = 6.425 Total of 1 streams to confluence: Flow rates before confluence point: 6.425 Area.of streams before confluence: 1.980 Results of confluence: Total flow rate = 6.425(CFS) I Time of concentration = 7.377 min. Effective stream area after confluence = 1.980(Ac.) Process from Point/Station . 107.000 to Point/Station 107.000 " * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.980(Ac.) Runoff from this stream= 6.425(CFS) Time of concentration = 7.38 min. Rainfall intensity = 3.373(hvT-1r) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.026 8.92 3.021 2 6.425 7.38 3.373 Largest stream flow has longer or shorter time of concentration Qp = 6.425 + sum of Qa Tb/Ta 5.026 * 0.827 = 4.157 Qp= 10.582 Total of 2 main streams to confluence: Flow rates'before confluence point: 5.026 6.425 Area of streams before confluence: 1.840 1.980 Results of confluence: Page 9 PAVILION 1- 10- NEW.out Total flow rate = 10.582(CFS) Time of concentration = 7.377 nun. Effective stream area after confluence -= 3.820(Ac.) Process from Point/station 107.000 to Point/Station 109.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = . 62.850(Ft.) Downstream point/station elevation= 61.400(Ft.) Pipe length = 192.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.582(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow = 10.582(CFS) Normal flow depth in pipe= 13.83(In.) Flow top width inside pipe = 19.92(ln.) Critical Depth .= 14.55(In.) Pipe flow velocity = 6.30(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 7.89 min. Process from Point/station 109.000 to Point/station 109.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.820(Ac.) Runoff from this stream = 10.582(CFS) Time of concentration = 7.89 min. Rainfall intensity = 3.244(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 10.582 7.89 3.244 Largest stream flow has longer time of concentration Qp = 10.582 + sum of Qp = 10.582 Total of 1 streams to confluence: Flow rates before confluence point: 10.582 Area of streams before confluence: 3.820 Results of confluence: Total flow rate = 10:582(CFS) Time of concentration = 7.886 nun. Effective stream area after confluence = 3.820(Ac.) Process fromPoint/Station 108.000 to Poin6Station 109.000 ** ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 233.000(Ft.) Top (of initial area) elevation = 72.140(Ft.) Bottom (of initial area) elevation =. 68.060(Ft.) Page 10 E93 77 PAVILION 1 =10 -NEW. out Difference in elevation = 4.080(Ft.) . Slope = 0.01751 s(percent)= 1.75 TC = k (0.300) *[0ength ^3) /(elevation change)] ^0.2 Initial area time of concentration= 5.962 min. Rainfall intensity = 3.816(In/Hr) fora 1 Q.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.878 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.111(CFS) Total initial stream area= 0.630(Ac.) Pervious area fraction= 0.100 Process from Point/Station 109.000 to Point/Station 109.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.630(Ac.) Runoff from this stream = 2.11 l (CFS) Time of concentration = 5.96 min. Rainfall intensity= 3.816(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No: (CFS) (min) (In/HT) 1 10.582 7.89 3.244 2 2.111 5.96 3.816 Largest stream flow has longer time of concentration Qp = 10.582 + sum of Qb -Ia/Ib 2.111 * 0.850= 1.795 Qp = 12.377 Total of 2 streams to confluence: Flow rates before confluence point: 10.582 2.111 Area of streams before confluence: 3.820 0.630 Results of confluence: Total flow rate = 12.377(CFS) Time of concentration = 7.886 min. Effective stream area after confluence = 4.450(Ac.). End of computations, total study area = 4.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Page 11 PAVILION2- 10- 3- 28 -05. out Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version, 6.4 Rational Hydrology Study Date: 03/28/05 File:PAVILION2.out Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file The Keith Companies, Inc. - SIN 704 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 3 Standard intensity- duration curves data (Plate D-4.1) For the [ Palm Springs ] area used. 10 year storm 10 minute intensity = 2.830(In/Hr) 10 year storm 60 minute intensity= 1.000(In/Hr) 100 year storm 10 minute intensity = 4.520(In/Hr) 100 year storm 60 minute intensity = 1.600(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: I hour intensity = 1.000(In/Hr) Slope of intensity duration curve = 0.5800 Process from Point/Station - 201.000 to Point/Station 202.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 746.000(Ft.) Top (of initial area) elevation = 74.450(Ft.) Bottom (of initial area) elevation = 67.840(Ft.) Difference in elevation = 6.610(Ft.) Slope =. 0.00886. s(percent)= 0.89 TC = k(0. 300) *[(length ^3) /(e1evation change)] ^0.2 Initial area time of concentration= 10.882 min. Rainfall intensity = 2.692(In/Hr) fora 10.0 year storm COMMERCIAL subareatype Runoff Coefficient = 0.872 i Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction= 0.100;; Impervious fraction= 0.900 Initial subarea runoff = 10.653(CFS) Total initial stream area = 4.540(Ac.) Pervious area fraction = 0.100 Page 1 PAVILION2- 10- 3- 28- 05.out Process from Point/Station 202.000 to Point/Station 203.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated. size) * * ** Upstream point/station elevation = 64.090(Ft.) Downstream point/station elevation = 61.860(Ft.) Pipe length = 354.24(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 10.653(CFS) ' Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.653(CFS) I Normal flow depth in pipe = 14.48(In.) Flow top width inside pipe. = 14.27(In.) Critical Depth = 15.03(In.) Pipe flow velocity = 6.99(Ft/s) Travel time through pipe= 0.84 min. Time of concentration (TC) = 11.73 min. Process from Point/Station 203.000 to Point/Station 203.000 " * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1. in normal stream number I Stream flow area.= 4.540(Ac.) Runoff from this stream = 10.653(CFS) Time of concentration= 11.73 min. Rainfall intensity = 2.577(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. . (CFS) (min) (In/Hr) 1 10.653 11.73' 2.577 Largest stream flow has longer time of concentration Qp = 10.653 + sum of Qp = 10.653 Total of 1 streams to confluence: Flow rates before confluence point: 10.653 Area of streams before confluence: 4.540 Results of confluence: Total flow rate = 10.653(CFS) Time of concentration = 11.727 min. Effective stream area after confluence = 4.540(Ac.) Process from Point/Station 203.000 to Point/Station 204.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 61.860(Ft.) Downstream point/station elevation = 60.580(Ft.) Pipe length = 151.06(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 10.653(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.653(CFS) Normal flow depth in pipe = 12.73(In.) Flow top width inside pipe= 16.38(ln.) Critical Depth = 15.03(In.) Page 2 n PAVILI ON2- 10- 3- 28 -05. out Pipe flow velocity = 7.98(Ft/s) Travel time through pipe--* 0.32 min. Time of concentration (TC) = 12.04 min. Process from Point/Station 204.000 to Point/Station 204.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area 4.540(Ac.) Runoff' from this stream = 10.653(CFS) Time of concentration = 12.04 min. Rainfall intensity = 2.538(In/Hr) Summary of stream data: Stream Flow rate ' TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.653 12.04 2.538 Largest stream flow has longer time of concentration Qp = 10.653 + sum of Qp = 10.653 Total of 1 streams to confluence: Flow rates before confluence point: 10.653 Area of streams before confluence: 4.540 Results of confluence: Total flow rate = 10.653(CFS) Time of concentration = 12.043 min. Effective stream area after confluence = 4.540(Ac.) Process from Point/Station 205.000 to Point/Station 206.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 517.000(Ft.) Top (of initial area) elevation = 72.000(Ft.) Bottom (of initial area) elevation= 66.270(Ft.) Difference in elevation = 5.730(Ft.) Slope•= 0.01108 s(percent)= 1.11 TC = k(0.300) *[(1ength ^3) /(elevation change)] ^0.2 Initial area time of concentration = 81986 min. Rainfall intensity = 3.008(In/Hr) fora 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 10.724(CFS) Total initial stream area = 4.080(Ac.) Pervious area fraction = 0.100 Page 3 PAVILION2- 10- 3- 28- 05.out Process from Point/Station 206.000 to Point/station 204.000 * * ** PIPEFLOW TRAVEL TIME (Program. estimated size) * * ** Upstream point/station elevation= 60.770(Ft.) Downstream point/station elevation = 60.580(Ft.) Pipe length = 9.69(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 10.724(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.724(CFS) Normal flow depth in pipe= l 1.25(In.) Flow top width inside pipe = 12.99(In.) Critical depth could not be calculated. Pipe flow velocity = 10.86(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) = 9.00 min. Process from Point/Station 204.000 to Point/Station 204.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: I in normal stream number 2 Stream flow area = 4.080(Ac.) Runoff from this stream = 10.724(CFS) Time of concentration = 9.00 min. Rainfall intensity = _ 3.005(In/Hr) - Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) •1 10.653. 12.04 2.538 2 10.724 9.00 3.005 Largest stream flow has longer or shorter time of concentration. . Qp = 10.724 + sum of Qa Tb/Ta 10.653 * 0.747 = 7.963 Qp= 18.687 Total of 2 streams to confluence: Flow rates before confluence point: 10.653 10.724 Area of streams before confluence: 4.540 4.080 Results of confluence: Total flow rate = 18.687(CFS) Time of concentration = 9.001 min. Effective stream area after confluence = 8.620(Ac.) Process from Point/Station 204.000 to Point/Station 208.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 60.580(Ft.) Downstream point/station elevation = 59.220(Ft.) Pipe length = 273.40(Ft.) Manning's N = 0.010 No. of pipes = l Required pipe flow = 18.687(CFS) Nearest computed. pipe diameter = 24.00(ln.) Page 4 PA VILION2- 10- 3- 28- 05.out Calculated individual pipe flow = 18.687(CFS) Normal flow depth in pipe= 17.81(In.) Flow top width inside pipe= 21.00(ln.) Critical Depth = 18.66(ln.) Pipe flow velocity = 7.47(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = '9.61 min. Process from Point/Station 208.000 to Point/Station 208.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.620(Ac.) Runoff from this stream = 18.687(CFS) Time of concentration = 9.61 min. Rainfall intensity = 2.893(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.687 9.61 2.893 Largest stream flow has longer -time of concentration Qp = 18.687 + sum.of Qp = 18.687 Total of 1 streams to confluence: Flow rates before confluence point: 18.687 Area of streams before confluence: 8.620 Results of confluence: Total flow rate = 18.687(CFS) Time of concentration = 9.611 min. Effective stream area after confluence = 8.620(Ac.) Process from Point/Station 207.000 to Point/Station 208.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance= 161.000(Ft.) Top (of initial area) elevation = 69.000(Ft.) Bottom (of initial area) elevation= 66.550(Ft.) Difference in elevation = '2.450(Ft.) Slope = 0.01522 s(percent)= 1.52 TC = k(0.300) *[(length ^3) /(elevation change)) ^0.2 Initial area time of concentration = 5.289 min. Rainfall intensity = 4.090(In/Hr) fora 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.1.00; Impervious fraction = 0.900 Initial subarea runoff = 2.589(CFS) Page 5 P A VILI ON2- 10 -3 -2 8 -OS . out Total initial stream area = 0.720(Ac.) Pervious area fraction = 0.100 ! Process from Point /Station 208.000 to Point/Station 208.000 * * ** CONFLUENCE OF MINOR STREAMS * * *t Along Main Stream number: 1 in normal stream number 2 Stream flow area =. 0.720(Ac.) Runoff from this stream = 2.589(CFS) Time of concentration = 5.29 min. Rainfall intensity = 4.090(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.687 9.61 2.893 2 2.589 5.29 4.090 Largest stream flow has longer time of concentration Qp = 18.687 + sum of Qb Ia/Ib 2:589 * 0.707 = 1.831 Qp= 20.518 Total of 2 streams to confluence: Flow rates before confluence point: 18.687 2.589 Area of streams before confluence: 8.620 0.720 Results of confluence: Total flow rate = 20.518(CFS) Time of concentration = 9.611 min. Effective stream area after confluence = 9:340(Ac.) Process from Point/Station 208.000 to Point/Station 208.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.340(Ac.) Runoff from this stream = 20.518(CFS) Time of concentration = 9.61 min. Rainfall intensity= 2.893(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.518 9.61. 2.893 Largest stream flow has longer time of concentration Qp = 20.518 + sum of Qp= 20.518 Total of 1 main streams to confluence: Flow rates before confluence point: Page 6 P AV ILION2- 10- 3- 28 -05. out 20.518 Area of streams before confluence: 9.340 _ Results of confluence: Total flow rate = 20.518(CFS) Time of concentration = 91611 min. Effective stream area after confluence = 9.340(Ac.) Process from Point/Station 208.000 to Point/Station 220.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstreampoint/station elevation= 59.340(Ft.) Downstream point/station elevation= 58.760(Ft.) Pipe length = 116.53(Ft.) Manning's N = 0.010 No. of pipes = 1. Required pipe flow = 20.518(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.5.18(CFS) Normal flow depth in pipe = 19.45(In.) Flow top width inside pipe= 18:81(In.) Critical Depth= 19.50(In.) Pipe flow velocity = 7.53(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 9.87 min. Process from Point/Station 220.000 to Point/Station 220.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along. Main. Stream number: 1 in normal stream number 1 \ Stream flow area = 9.340(Ac.) Runoff from this stream = 20.518(CFS) Time of concentration = 9.87 min. Rainfall intensity = 2.849(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity — No. (CFS) (min) (In/Hr) 1 20.518 9.87 2.849 Largest stream flow has longer time of concentration Qp = 20.518 + sum of Qp = 20.518 Total of 1 streams to confluence: Flow rates before confluence point: 20.518 Area of streams before confluence: 9.340 Results of confluence: Total flow rate = 20.518(CFS) Time of concentration = 9.869 min. Effective stream area after confluence = 9.340(Ac.) Page 7 P A VILI ON2 -10 -3 - 28 -05. out Process from Point/Station 211.000 to'Point/Station 212.000 1 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 72.000(Ft.) Top (of initial area) elevation = 68.350(Ft.) Bottom (of initial area) elevation = 65.000(Ft.) Difference in elevation= 3.350(Ft.) Slope= 0.04653 s(percent)= 4.65 TC = k(0.300) *[(1ength ^3) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 rein. Rainfall intensity = 4.226(In/Hr) fora 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 - Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.149(CFS) Total initial stream area 0.040(Ac.) Pervious area fraction = 0.100 Process from Point/Station 212.000 to Point/Station 220.000 PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation = 60.000(Ft.). Downstream point/station elevation= 58.760(Ft.) Pipe length = 23.34(Ft.) Manning's N = 0.010 No. of pipes = l Required pipe flow= 0.149(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.149(CFS) Normal flow depth in pipe= 1.61(ln.) Flow top width inside pipe = 2.99(ln.) Critical Depth= 2.71(In.) Pipe flow velocity = 5.55(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.07 min. Process from Point/Station 220.000 to Point/Station 220.000 * * ** CONFLUENCE. OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.040(Ac.) Runoff from this stream = 0.149(CFS) Time of concentration = 5.07 min. Rainfall intensity = 4.192(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 20.518 9.87 2.849 2 0.149 5.07 4.192 Page 8 PAVILION2- 10- 3- 28 -05. out Largest stream flow has longer time of concentration Qp = 20.5184 sum of Qb Iam 0.149 * 6.680=' .680 = 0.101 Qp = 20.619 Total of 2 streams to confluence: Flow rates before confluence point: 20.518 0.149 Area of streams before confluence: 9.340 0.040 Results of confluence: Total flow rate = - 20.619(CFS) Time of concentration = 9.869 min. Effective stream area after confluence = 9.380(Ac.) Process from Point/Station 220.000 to Point/Station 216.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 58.760(Ft.) Downstream point/station elevation= 58.160(Ft.) Pipe length = 119.01(Ft.) . Manning's N = 0.010 No. of pipes = 1 Required pipe flow= 20.619(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.619(CFS) Normal flow depth in pipe= 19.41(ln.) Flow top width inside pipe = 18.88(ln.) Critical Depth =' 19.54(In.) Pipe flow velocity = 7.58(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 10.13 min. Process from Point/Station 216.000 to Point/Station . 216.000 * * ** CONFLUENCE 'OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.380(Ac.) _ Runoff from this stream = 20.619(CFS) Time of concentration= 10.13 min. Rainfall intensity = 2.806(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.619 10.13 2.806 Largest stream flow has longer time of concentration Qp = 20.619 + sum of Qp = 20.619 Total of 1 streams to confluence: Flow rates before confluence point: 20.619 Area of streams before confluence: 9.380 Results of confluence_ Page 9 PAVILION2- 10- 3- 28- 05.out Total flow rate = 20.619(CFS) Time of concentration = 10.131 min. Effective stream area after confluence = 9.380(Ac.) Process from Point/Station 215.000 to Point/Station 216.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow.distance = 139.000(Ft.) Top (of initial area) elevation = 70.000(Ft.) Bottom (of initial area) elevation = 67.750(Ft.) Difference in elevation = 2.250(Ft.) Slope= 0.01619 s(percent)= 1.62 TC = k(0:300) *[(length ^3) /(elevation change)1 ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 -min. Rainfall intensity= .4.226(ln/Hr) fora 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880. Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff= 2.788(CFS) Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.100 Process from Point/Station 216.000 to Point/Station 216.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream = 2.788(CFS) Time of concentration = 5.00 min. Rainfall intensity = 4.226(ln/Hr) Summary of stream data: Stream Flow rate TC • Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.619 10. 13 2.806 2 2.788 5.00 4.226 Largest stream flow has longer time of concentration Qp = 20.619 + sum of Qb laIb 2.788 * 0.664 = 1.851 Qp = 22.470 Total of 2 streams to confluence: Flow rates before confluence point: 20.619 2.788 Area of streams before confluence: 9.380 0.750 Results of confluence: Page 10 PA V ILION2- 10 -3 -2 8 -05. o ut Total flow rate = 22.470(CFS) Time of concentration= 10:131 min. Effective stream area after confluence = 10.130(Ac.) Process from Point/Station 216.000 to Point/Station 221.000 PIPEFLOW TRAVEL TIME (Program estimated size) " * ** Upstream point/station elevation 58.160(Ft.) Downstream point/station elevation = 57.490(Ft.) Pipe length = 133.08(Ft.) Manning's N=0.010 No. of pipes = 1 Required pipe flow = 22.470(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 22.470(CFS) Normal flow depth in pipe = 18.05(In.) Flow top width inside pipe = 25.42(In,) Critical Depth = 1.9.91(In.) Pipe flow velocity = 7.96(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 10.41 min. Process from Point/Station 221:000 to Point/Station 221.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 . Stream flow area = 10.130(Ac.) Runoff from this stream = 22.470(CFS) Time of concentration = 10.41 min. Rainfall intensity = 2.762(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.470 10.41 2.762 Largest stream flow has longer time of concentration Qp = 22.470 + sum of • Qp = 22.470 Total of 1 streams to confluence: Flow rates before confluence point: 22.470 Area of streams before confluence: 10.130 Results of confluence: Total flow rate = 22.470(CFS) Time of concentration = 10.409 min. Effective stream area after confluence = 10.130(Ac:) Process from Point/Station 213.000 to Point/Station 214.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 69.000(Ft.) Top (of initial area) elevation = 70.000(Ft.) Bottom. (of initial area) elevation= 66 ;000(Ft.) Page 11 PAV ILION2- 10- 3- 28- 05.out Difference in elevation = 4.000(Ft.) Slope = 0.05797 s(percent)= 5.80 TC = k(0.300) *[(length 113) /(elevation change)] ^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration= 5.000 min. Rainfall intensity 4.226(In/Hr) fora 10.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.880 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.112(CFS) Total initial stream area = 0.030(Ac.) Pervious area fraction = 0.100 Process from Point/Station 214.000 to Point/Station 221.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point/station elevation= 60.000(Ft.) Downstream point/station elevation = 57.490(Ft.) Pipe length = 45.99(Ft.) Manning's N = 0:010 No. of pipes 1 Required pipe flow" = 0.112(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.112(CFS) Normal flow depth in pipe= 1.35(In.) Flow top width inside pipe = 2:99(In.) Critical Depth = 2.42(In.) Pipe flow velocity = 5.22(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.15 min. Process from Point/Station 221.000 to Point/Station 221.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.030(Ac.) Runoff from this stream = 0.112(CFS) Time of concentration = 5.15 min. Rainfall intensity = 4.156(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.470 10.41 2.762 2 0.112 5.15 4.156 Largest stream .flow has longer time of concentration Qp = 22.470 + sum of Qb la/lb, 0.112* 0.665= 0.074 Qp = 22.544 Page 12 PAVILION2- 10- 3- 28- OS.out Total of 2 streams to confluence: Flow rates before confluence point: 22.470 0.112 Area of streams before confluence: 10.130 0.030 Results of confluence: Total flow rate = 22.544(CFS) Time of concentration = 10.409 min. Effective stream area after confluence = 10.160(Ac.) Process from Point/Station 221.000 to Point/Station 222.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) *x ** Upstream point/station elevation = 57.490(Ft.) Downstream point/station elevation= 54.320(Ft.) Pipe length = 532.10(Ft.) Manning's N = 0.010 No. of pipes = 1 Required pipe flow = 22.544(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 22.544(CFS) Normal flow depth in pipe = 19.52(In.) Flow top width inside pipe= 18.70(In.) Critical Depth = 20.31(In.) Pipe flow velocity = 8.24(Ft/s) Travel time through pipe = 1.08 min. Time of concentration (TC) = 11.49 min. - Process from Point/Station 222.000 to Point/Station 222.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream 'number: 1 in normal stream number 1 Stream flow area = 10.160(Ac.) Runoff from this stream = 22.544(CFS) Time of concentration = 11.49 min. Rainfall intensity = 2.609(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.544 11.49 2.609 Largest stream flow has longer time of concentration Qp = 22.544 + sum of Qp = 22.544 Total of 1 streams to confluence: Flow rates before confluence point: 22.544 Area of streams before confluence: 10.160 Results of confluence: Total flow rate = 22.544(CFS) Time of concentration= . 11.486 min. Effective stream area after confluence = 10.160(Ac.) End of computations, total study area = 10.16 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Page 13 PA VILION2- 10- 3- 28 -05. out Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Page 14 PAVILIONOFF- 10.out Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/02/05 File:PAVILIONOFF.out tw *wwwwww Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file The Keith Companies, Inc. - SIN 704 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition= 3 Standard intensity- duration curves data (Plate D-4.1) For the [ Palm Springs] area used. 10 year storm 10 minute intensity 2.830(ln/Hr) 10 year storm 60 minute intensity = 1.000(ln/Hr) 100 year storm 10 minute intensity = 4.520(ln/Hi) 100 year storm 60 minute intensity= 1.6W(In/Hr) Storm event year= 10.0 Calculated rainfall intensity data: 1 hour intensity= 1.000(In/Hr) Slope of intensity duration curve = 0.5800 Afzf.,;R S -'� Process from Point/Station 300.000 to Point/Station 301.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 273.000(Ft.) Top (of initial area) elevation = 69.930(Ft.) -- Bottom (of initial area) elevation = 68.070(Ft.) Difference in elevation = 1.860(Ft.) Slope = 0.00681 s(percent)= 0.68 TC = k(0.300) *[(length 1'3) /(elevation change)] ^0.2 Initial area time of concentration 7.672 min. Rainfall intensity 3.297(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient= 0.876 Decimal fraction soil group A= 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 52.00 Pervious area fraction= 0.100; Impervious fraction= 0.900 Initial subarea runoff= . 3.438(CFS) Total initial stream area = 1.191(Ac.) " Pervious area fraction = 0.100 Page 1 PAVILIONOFF- 10. out Process from Point/Station 301.000 to Point/Station 301.000 . * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.191(Ac.) Runoff from this stream = 3.438(CFS) Time of concentration = 7.67 min. Rainfall intensity = 3.297(In/Hr) , Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) -1 3.438 7.67 3.297 Largest stream flow has longer time of concentration Qp = 3.43.8 + sum of Qp = 3.438 Total of 1 streams to confluence: Flow rates before confluence point: 3.438 Area of streams before confluence: 1.191 Results of confluence: Total flow rate = 1438(CPS) 'Time of concentration = 7.672 min. Effective stream area after confluence = 1.191(Ac.) End of computations, total study area = 1.19 (Ac.) The following figures may be used for a unit hydrograph study of the same area. - Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 32.0 Page 2 DATE: 2/23 /2005 JOB NO: 305401 PROJECT: THE PAVILION AT LA QUINTA BY: JLS . RE: ON -SITE CATCH BASIN CALCULATIONS SIDE OPENING SUMP BASIN CALCULATIONS: PER CITY OF LA QUINTA STORM DRAIN REQUIREMENTS, SUMP CATCH BASINS SHALL BE SIZED USING THE WEIR EQUATION IF FLOW IS BELOW THE TOP OF CURB, AND THE ORIFICE EQUATION FOR DEPTHS ABOVE TOP OF CURB IF WE LIMIT THE PONDED DEPTH TO THE TOP OF CURB (T.C.), WE HAVE: Q = 3.33 "b"H "5 (WEIR EQUATION) where, b = WIDTH OF BASIN OPENING (ft) H = HEIGHT OF PONDED WATER ABOVE THE FLOWLINE (ft) FOR VARIOUS OPENING WIDTHS (b) AND H = 1.0" (0.83') Q = 3.33"b"(0.83)1.5 b ft Q (cfs) 4 .10.1 8 20.1 STORM. IN PIPE DESIGN 1� K :5 SD -G. 63.6E cis i c4 a' GQ - a -3 _�.eo = 6 a.`to�. Quo s3.a5cf's� =6.56 �T 4.61FC 63.R of L GQ" l i 1+,s 0 CAS y�30`PS !;tot Avg, L� 6 -� Cs a ;I IF 4T.L47 9F 1.06 AC Q s. / j.. 44GL6ea =65.33 I Q too = f .3 ( as i FL -66.x-4 1 i Title: THE PAVILIONS AT tom, QUINTA k:1305401 \sngr \storm drain\sdmodel- new- 3- 25- 05.stm b6/22/05 02:57:25 PM Project Engineer: TKCI Utah StormCAD v5.5 [5.5003] Page 1 of 1 Calculation Results Summary Scenario: Base >>>> Info: Subsurface Network Rooted by: 0-1 >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. >>>> Info: Subsurface Network Rooted by: 0-2 >>>> Info: Subsurface Analysis iterations: 1 >> Info: Convergence was achieved. CALCULATION SUMMARY,FOR SURFACE NETWORKS CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 Label Label Inlet Inlet Length Total Total Capture Gutter Gutt of Size Type (ft) System Velocity Grade Intercepted Bypassed Efficiency Spread Dept Flow 1 (ft /s) Upstream ,� Downstream Flow Flow ( %) (ft) (ft (cfs) - (ft) , (ft) ---- - - - - -- EX SD 3 ---- - - - - -- 1 --- 30 (cfs) (cfs) = .-- - - - - -- .38.426 ---- - - - - -- 15.47 -------- EX - - - -- DRYWELL 1 --------------- Generic Inlet ,----------- Generic ----- - Default - - - -- 100% ------- - - - - -- 0'.000 ---- - - - - -- 0.000 ------ - - - -- 100.0 -------- 0.00 , - - - -- 0. TD 2 Generic Inlet Generic Default 100% I 0.000 0.000 100.0 I 0.00 I 0. CB 4 Generic Inlet Generic Default 100% 0.000 0.000 100.0 0.00 0. CB 1 Generic Inlet Generic Default 100% 0.000 0.000 ( 100.0,1 0.00 1 0. TD 1 Generic Inlet Generic Default 100% 0.000 0.000 100.0 0.00 1 0. CB.2 67.51 Generic Inlet Generic Default 100% 0.000 0.000 100.0 0.00 0. EX CB 3 Generic Inlet Generic Default 100% 0.000 0.000 100.0 0.00 0. EX CB 1 Generic Inlet Generic Default 100% 1.280 0.000 100.0 ( 0.00 0. TD 3 Generic Inlet Generic Default 100% 0.000 0.000, 100.0 0.00 0. CB 8 Generic Inlet Generic Default 100% 0.000 0.000 100.0 0.00 0. CB 7 Generic Inlet Generic Default 100% 0.000 0.000 , 100.0 0.00 0. 1 CB 6 Generic Inlet I.Generic Default 100% 0.000 0.000 100.0 �. 0.00 ( 0. CB 5 Generic Inlet Generic Default 100% 0.000 0.000 100.0 0.00 0. TD 4 Generic.Inlet Generic Default 100% 0.000 .� 0.000 100.0 0.00 0. EX DRYWELL 2 Generic Inlet Generic Default 100% 0.000 ( 0.000 100.0 0.00 0. EX'CB 2 Generic Inlet Generic Default 100% 10.750 0.000 100.0 0.00 0. EX --'-------------------------------------------------------------------------------- CB 4 Generic Inlet Generic Default 100% 16.297 0.000 100.0 ------------- 0.00 ---- -- 0. - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 Label Number Section Section Length Total Average Hydraulic Hydraulic (cfs) of Size Shape (ft) System Velocity Grade Grade Sections Flow 1 (ft /s) Upstream ,� Downstream (cfs) (ft) , (ft) ---- - - - - -- EX SD 3 ---- - - - - -- 1 --- 30 - - - - -- inch ---- - - - - -- Circular -- - - - - -- 100.96 .-- - - - - -- .38.426 ---- - - - - -- 15.47 ----- - - - - -- 63.98.1 ------- - - - - -1 62.04 EX SD 2 1 1 1 30 inch 1 Circular 1- 403.70 1 22.516 1 4.59 1 65.30 1 64.58 1 EX SD 1 1 1 1 24 inch Circular 40.00 21.236 6.76 65.67 65.46 1 LINE B -3 1 1 24 inch Circular 193.27 17.030 5.42 66.67 66.03 1 LINE C -1 .1 24 inch Circular 303.85 10.361 3.30 67.37 66.99 LINE B -2 1 1 =8 inch Circular 95.96 8.120 .4.59 ( 67.33 66.99 LAT C -1 1 1 _2 inch Circular 72.16 0.120 0.15 67.51 67.51 LAT B -1 1 1 12 -inch Circular 62.06 0.180 0.23 67.56 67.56 LINE B -1 --------------------------------------------------------------------------- 1 1 1-8 inch I Circular 120.54 4.800 2.72 67.71 ----------------- 67.56 - - - - -- Label Total j Ground Hydraulic Hydraulic System ; Elevation 'Grade Grade Flow (ft) Line In Line Out (cfs) (ft) (ft) Title: THE PAVILIONS AT LA QUINTA Project Engineer: TKCI Utah k: \305401 \engr\storm drain \sdmodel - new- 3- 25- 05.stm Thompson - Hysell Engineers StormCAD v5.5 [5.5003] 06/22/05 02:49:24 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 Calculation Results Summary -------- - - - - -- 0-1 -- - - - - -- ----- 38.426 - - - - -- ----------- 66.00 ------ 62.04 - - - - - I 62.04 EX DRYWELL 1 38.426 6'6.59 _ 64.58 63.98 EX CB 1 ( 22.516 68.06 65.46 65.30 EX CB 3 21.236 68.06 66.03 65.67 J 1 17.030 71.21 66.99 66.67 CB 4 10.361 1 68.07 1 67.51 I 67.37 CB 2 8.120 1 70.07 1 67.56 1 67.33 .� TD 2 I 0.120 1 67.00 1 67.00 1 67.00 TD 1 0.180 I 68.50 1 67.56 1 67.56 CB 1 ------------------------------------- 1 4.800 1 70.16 1 ------------------ 67.77.1 67.71 - - -' -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-2 Label Number Section Section Length Total Average Hydraulic Hydraulic Grade of Size Shape (ft) System Velocity Grade Grade (ft) - - - - -- Sections -------- - - - - -- 0-2 -- - - - - -- 87.499 ---------------= 6.2.33 59.00 Flow (ft /s) Upstream Downstream 60.59 59.40 �. 63.639 I 63.99 62.42 (cfs) J 6 (ft) - -- (ft) ------- - - - - -� ---- - - - - -- EX SD 7 ---- - - - - -- I 1 --- - 36 - - - -- inch ---- - - - - -- Circular -= - - - - -- 38.94 -- - - - - -- 87.499 ---- - - - --- 12.38 ----- - - - 59.40 59.00 EX SD 6 l l 36 inch Circular 222.59 63.639 9.00 61.79 60.59 EX SD 5 1 36 inch Circular 30.82 52.889 7.48 62.53 62.42 EX SD 4 I 1 36 inch Circular 9.19 16.297 I 2.31 I 63.23 63.23 LINE A -7 '1 36 inch Circular 526.50 36.592 5.18 64.16 63.23 LAT A -3 l l 12 inch Circular 55.76 0.180 �• 0.23 64.50 64.50 LINE A -6 1 36 inch I Circular 133.08 1 36.472 5.16 64.73 ( 64.50 LINE A -5 I 1 36 inch Circular 119.01 1 33.463 4.73 65.12 64.94 LAT A -2 I l l 12 inch Circular 23.34 0.240 0.31 65.33 65.33 LINE A -4 1 36 inch Circular 116.53 33.299 4.71 65.50 65.33 LINE A -3. 1 36 inch Circular 266.31 30.334 4.29 .66..10 65.77 LINE A -2 1 30 inch Circular 1 155.56 17.206 3.51 66.52 66.36 LAT A -1 1 36 inch Circular 11.94 17.312 2.45 66.36 66.36 LINE A -1 ------------------------------------------------------------------------- 1 30 inch Circular 356.83 17.206 3.51 66.99 ------------------- 66.62 - - - - -- Label Total Ground Hydraulic Hydraulic System Elevation Grade Grade �. Flow (ft) Line In Line Out (cfs) (ft) - - - - -- (ft) ------ - - - - -� -------- - - - - -- 0-2 -- - - - - -- 87.499 ---------------= 6.2.33 59.00 1, 59.00 EX DRYWELL 2 87.499 62.33 60.59 59.40 EX CB 2 63.639 I 63.99 62.42 61.79 J 6 1 52.889 63.99 63.23 62.53 EX CB 4 16.297 I 63.99 63.27 63.23 J 5 36.592 68.76 64.50 64.16 TD 3 0.180 66.00 64.50 64.50 CB 8 1 36.472 67.75 64.94 64.73 J 4 33.463 67.94 65.33 65.12 TD 4 0.240 65.00 65.00 65.00 CB 7 33.299 66.55 65.77 65.50 J 3 30.334 1 66.62 J 66.36 1 66.10 J 2 17.206 1 67.62 1 66.62 1 66.52 CB 6 17.312 1 66.27 1 66.32 66.27' CB 5 -------------------------------------------------- 17.206 1 67.84 1 67.08 66.99 ----- - - - - -- Completed: 06/22/2005 02:49:06 PM Title: THE PAVILIONS AT LA QUINTA Project Engineer: TKCI Utah k: \305401 \engr\storm drain \sd model - new- 3- 25- 05.stm Thompson- Hysell Engineers Storm CAD v5.5 [5.5003] 06/22/05 02:49:24 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 2 of 2 I ; Scenario: Ease NODE REPORT - PAVILION Node Additional Flow (cfs) Known Flow (cfs) Ground Elevation (ft) Rim Elevation (ft) Sump Elevation (ft) - Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) ' - O -1 66.00 66.00 59.86 62.04 62.04 EX DRYWELL 1 15.910 0.000 66.59 66.59 56.77 64.58 63.98 TD 2 0.000 0.120 67.00 67.00 64.72 67.00 67.00 C84 0.000 10.361 68.07 68.07 64.37 67.51 67.37 CB 1 0.000 4.800 70.16 70.16 65.94 67.77 67.71 TD 1 0.000 0.180 68.50 68.50 65.50 67.56 67.56 CB 2 0.000 8.120 70.07 70.07 64.73 67.56 67.33 J 1 71.21 71.21 62.85 66.99 66.67 EX.CB 3 0.000 21.236 68.06 68.06 61.40 66.03 65.67 EX CB 1 0.000 0.000 68.06 68.06 60.90 65.46 65.30 TD 3 0:000 0.180 66.00 66.00 60.00 64.50 64.50 CB 8 0.000 36.472 67.75 67.75 58.16 64.94 64.73 J 4 67.94 67.94 58.76 65.33 65.12 CB 7 0.000 33.299 66.55 66.55 59.34 65.77 65.50 CB 6 0.000 17.312 66.27 66.27 61.00 66.32 66.27 CB 5 0.000 17.206 67.84 67.84 64.34 67.08 66.99 J 2 67.62. 67.62 62.30 -66.62 66.52 J 3 66.62 66.62 60.92 66.36 66.10 TD 4 0.000 0.240 65.00 65.00 60.00 65.00 65.00 J 5 68.76 68.76 57.49 64.50. 64.16 0-2 62.33 62.33 51.22 59.00 59.00 EX DRYWELL 2 23.860 0.000 62.33 6233 51.89 60.59 59.40 EX CB 2 0.000 0.000 63.99 63.99 54.01 62.42 61.79 J 6 63.99 63.99 54.32 63.23 62.53 EX CB 4 0.000 0.000 63.99 63.99 54.41 63.27 63.23 Title: THE PAVILIONS AT LA QUINTA Project Engineer: TKCI Utah k: \305401 \engr \storm drain \sdmodel - new- 3- 25- 05.stm Thompson - Hysell Engineers StormCAD v5.5 [5.5003] 06/22/05 02:48:08 PM © Haestad Methods, Inc.. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Base PIPE REPORT - PAVILION Pipe Dn. Node Up. Node System Q (cfs) Cap (cfs) L (it) Section Material Size Mannings n S (ft/ft) V avg (ft/s) Up. Invert (ft) Dn. Invert (ft) Up HGL (ft) Dn HGL (ft) LAT C -1 CB 4 TD 2 0.120 3.226 72.16 PVC 12 inch 0.010 0.004850 0.15 64.72 64.37 67.51 67.51 LINE B -2 J 1 CB 2 8.120 16.375 95.96 PVC 18 inch 0.010 0.014381 4.59 64.73 63.35 67.33 66.99 LAT B -1 CB 2 TD 1 0.180 5.159 62.06 PVC 12 inch 0.010 0.012407 0.23 65.50 64.73 67.56 67.56 LINE B -1 CB 2 CB 1 4.800 13.681 120.54 PVC 18 inch 0.010 0.010038 2.72 65.94 64.73 67.71 67.56 LINE C -1 J 1 CB 4 10.361 20.799 303.85 PVC 24 inch 0.010 0.005002 3.30 64.37 62.85 67.37 66.99 EX SD 1 EX CB 1 EX CB 3 21.236 29.408 40.00 PVC 24 inch 0.010 0.010000 6.76 61.40 61.00 65.67 65.46 LINE B -3 EX CB 3 J 1 17.030 25.472 193.27 PVC 24 inch 0.010 0.007502 . 5.42 62.85 61.40 66.67 66.03 EX SD 2 EX DRYWELL 1 EX CB 1 22.516 45.191 403.70 PVC 30 inch 0.010 0.007184 4.59 60.90 58.00 65.30 64.58 EX SD 3 0-1 EX DRYWELL 1 38.426 75.606 100.96 PVC 30 inch 0.010 0.020107 15.47 61.89 59.86 63.98 62.04 LINE A -4 J 4 CB 7 33.299 61.169 116.53 PVC 36 inch 0.010 0.004977 4.71 59.34 58.76 65.50 65.33 LINE A -5 CB 8 J 4 33.463 61.563 119.01 PVC 36 inch 0.010 0.005042 4.73 58.76 58.16 65.12 64.94 LINE A -2 J 3 J 2 17.206 40.103 155.56 PVC 30 inch 0.010 0.005657 3.51 62.30 61.42 66.52 66.36 LINE A -1 J 2 CB 5 17.206 40.315 356.83 PVC 30 inch 0.010 0.005717 3.51 64.34 62.30 66.99 66.62 LAT A -1 J 3 CB 6 17.312 70.971 11.94 PVC 36 Inch 0.010 0.006700 2.45 61.00 60.92 66.36 66.36 LINE A -3 CB 7 J 3 30.334 66.784 266.31 PVC 36 inch 0.010 0.005933 4.29 60.92 59.34 66.10 65.77 LAT A -2 J 4 TD 4 0.240 10.675 23.34 PVC 12 inch 0.010 0.053128 0.31 60.00 58.76 65.33 65.33 EX SD 6 EX DRYWELL 2 EX CB 2 63.639 61.502 222.59 PVC 36 inch 0.010 0.005032 9.00 54.01 52.89 61.79 60.59 EX SD 7 0-2 EX DRYWELL 2 67.499 190.002 36.94 PVC 36 inch 0.010 0.048023 12.38 5109 51.22 59.40 59.00 EX SD 4 J 6., EX CB 4 16.297 85.802 9.19 PVC 36 inch 0.010 0.009793 2.31 54.41 54.32 63.23 63.23 EX SD 5 EX CB 2 J 6 52.889 86.956 30.82 PVC 36 inch 0.010 0.010058 7.48 54.32 54.01 62.53 62.42 LINE A -7 J 6 J 5 36.592 67.277 526.50 PVC 36 inch 0.010 0.006021 5:18 57.49 54.32 64.16 63.23 LINE A -6 J 5 CB 8 36.472 61.520 133.08 PVC 36 inch 0.010 0.005035 5.16 58.16 57.49 64.73 64.50 LAT A -3 I J 5 TD 3 0.180 9.826 55.76 PVC 12 inch .0.0101 0.0450141 0.23 60.00 57.49 64.50 64.50 Title: THE PAVILIONS AT LA QUINTA .. Project Engineer: TKCI Utah k: \305401 \engr \storm drain \sdmodel - new- 3- 25- 05.stm Thompson- Hysell Engineers StormCAD v5.5 [5.5003) 06/22/05 02:48:38 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 lu m 1 O (11 v `v �1 l= "IRA LOMA DURATION FREQUENCY MINUTES 10 i 100 YEAR YEAR VS 6 7 0 9 ]0 11 12 13 14 IS 16 1T 18 19 20 22 24 26 20 30 32 34 36 38 40 45 50 55 60 65 70 75 so 85 2.84 4.48 2.58 4.07 2.37 3.75 2.21 3.49 2.08 3.28 1.96 3.10 1.87 2.95 1.78 2.82 I.T1 2.70 1.64 2.60 1.58 2.50 1.53 2.42 1.48 2.34 1.44 .2.27 1.40 2.21 1.36 2.15 1.29 2.04 1.24 1.95 1.18 1.87 1.14 1.80 1.10 1 T 1.06 1.67 1.03 1.62 1.00 1.5T .9T 1.53 .94 1.49 .89 1.40 .8fi 1.32 .80 1.26 .76 1.20 .T3 1..15 .70 1.11 .68 1.07 .65 1.03 .63 1.00 SLOPE - .530 RAINFALL IN`f fill MURRTETA - T MECULA CJ; 6 RANCHO CALIFORNIA DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 3.45 5.10 6 3.12 4.61 7 2.8T 4.24 8 2.67 3.94 9 2.50 3.69 10 2.36 1 .48 11 2.24 3.30 12 2.13 3.15 13 2.04 3.01 14 1.96 2.89 IS 1.89 2.'19 16 1.82 2.69 IT 1.76 2.60 18 1.71 2.52 19 1.66 2.45 20 1.61 2.38 22 1.53. 2.26 24, 1.46 2.1.5 26 1.39 2.06 28 1.34 1.98 30 1.29 1.90 32 1.24 1.84 34 1.20 1.78 36 I.IT 1.72 38 1.13 1.67. 40 1.10 1.62 45 1.03 1.52 SO .9T 1.44 55 .92 1.36 60 .88 1.30 65 .84 1.24 70 .81 1.19 75 .78 1.15 BO .TS 1.11 85 .73 1.07 SLOPE = .550 ENSITY ®INCHE NORCO DURATION' FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.77 4.16 6 2.53 3.79 T 2.34 3.51' 8 2.19 3.29 9 '.2.07 3.10 10 1.96 2.94 I1 1.87 2.80 12 1.79 2.68 13 1.72. 2.58 14 1.66 2.48 IS 1.60 2.40 16 1.55 2.32 17 1.50 2.25 18 1.46 2.19 19 1.42 2.13 20 1.39 2:08 22 1.32 1.98 24 1.26 1.90 26 1.22 1.82 28 1.17 1.76 30 1.13 1.70 32 1.10 1.64 ..34 1.06 1.59 36 1.03 1.55 38 1.01 1.51 40 .98 1.47 45 .92 1.39 50 .88 1.31 55 .84 1.25 60 .80 1.20 65 .77 .1.15 70 .74 1.11 75 .T2 1.07 80 .69 1.04 85 .67 1.01 SLOPE = .500 -S PER HOUR PALM'SPRINBS I DURATION FREQUENCY MINUTES . !0 100 YEAR 'YEAR 5 4.23 6.T6 6 3.80 .6.08 7 3.48 5.56 8 3.22 5.15 9 3.01 4.81 10 2.83 4.52 11 2.67 4.28 12 2.54 4.0T 13 2.43 3.88 14 2.33 3.72 15 2.23 3.58 16 2.15 3.44 17 2.08 3.32 . 18 2.01 3.22 19 1.95 3.12' 20 1.99 3'.03 22 1.79 2.86 24 1.70 2.72 26- 1.62 2.60 28 1.56 2.49 30 1.49 2.39 32 1.44 2.30 34 1.39 2.22 36 1.34 2.15 38 1.30 2.09 40 .1 .2T 2.02 45 1.18 1.89 50 1.11 1.,78 55 1.05 1.68 60 1.00 1.60' 65 .95 1.53 TO .91 1.46 75 .86 1.41 90 .85 1.35 85 .82 1.31 SLOPE = .580 PERRIS VALLEY DURATION FREQUENCY MINUTES . 10 100 YEAR YEAR 5 2.64 3.78 6 2:41 3.46 7 2.24 3.21 8 2.09' 3.01 9 1.9R 2.R4 10 1.88 '2.69 11 1.79 2:57 12 1.72 2.46 13 1.65 2.3T 14 1.59 2.29 15 1.54 2.21 16 1.49 2.14 17 7.45. 2.08 ' 18 1.41 2.02 19 1.37 1.97 20 1.34 1.92 22 1.28 1.83 24 1.22 1.T5 26 1.18 1.69 28 1.13 1.63 30 1.10 1.57 32 1.06 1.52 34 1.03 '1.48 36 1.00 1.44 38 .98. 1.40 40 .95 1.37' 45 .90 1.29 50 .85 .1.22 55 .81 1.17 60 .78 1.12 65 .. .75 1 .08. 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'rJ'4 •"-'h � x � Ih•tt '�CnI.iH'� .•K.d..•� �y m, /_ ^ .r, n -•., � `�, I 1,'�n "r! . •� cart l?!:� ' Ru, • 0 7$1 • . ,,• ; ^' -r:• , ,;% _ ..ik _ ^ i Ri �•f ':,�'••:����, _ •� •L'�r .��.��: � � ~���d ",.g 'R•• •RIVERSIDE COUNTY FLOOD CONTROL r j vF ,T L.� „„ � "s_`• n � :� e� '' ` WATER CONSERVATION D!STRICT 2-YEAR 24 FDAEST 1 �• \�.i�' ' -'� t!S� •d- :.SF i'' _ .��.41 ' '�•. ��..�7+�,.•. �:• . 9 ....o... .�. _ .yea,• No , ACTT' LL ZDM�OVS COVE& . • • . .. R:eeos�nesided V.a3ue Land t7se F'or Avi*m$e. C=Idit.7.dmss - ?8`.Lme=t (:2- Natural . 0'r AgriculturA 0. - ZO • D .• ' • Single pantifi:y R�.sidential: •(•3) • • . ' . 401000 S ?e (1 Acre) hots i0 - 25 ZD (�2: Aare) hots 30 40 7,200 - 10,.000 S. ­55 50 Mail tiD1e dam.: �.� •Residential.: ' , CondcmiiiitliIIS .45..- 70 65 Aaartments• n 5. - •90 80 'Mobile :Home .?a=k 60 - 8'S. 75 ' Commercial, Downtawn .80 - 1.00.' 90 Business or Industria.L 1: Land 'uee should he based -on ultimate development of: the watershed. Long range: master plans for the County. and incorporated cities should be' revisvaed to insure reasonable land • use assumptions . 2. Recaaimnended.values are based on average conditions which may not • aDply to a particular 'study area. The percentage 'impervions.' may Vary greatly even oa.comaarable sized'lots Sue to differences in _dwelling size, improvements, -etc. Lasidscaae p:.-actice5 should a1-so be considered as it is -co=on is some, areas to .use , ornamental c=a-v_ ' els i=4i-rlain by impejvivus . plastic ma a =ale in place of lawns and shrubs a. A field' investigation ' of a study area should • always be made, ' and a review of, aerial' photos' where available may a&sist in estirna ti. ing the percentage of impervious cover-in developed. =ees: 3. For typical horse nz anch subdivisions increase =mervious area 5 _per -: . cent over the values recommended in . the table above. . . IMPERVIOUS COVER . �--JYDROL OG7Y MANU L FAR DEVELOPED' ARLAS PLATE 0 -5 6 APPS NDIX. ""BI9 HYDRO.LOGY MAP I . WATER SURFACE STUDY FOR LA QUINTA CORPORATE CENTRE ALONG WMTEWATER RIVER STORM CHANNEL FROM EAST OF ADAMS STREET TO DUNE PALMS ROAD City, of La Quinta Riverside, California PREPARED BY: The Keith Companies 2955 Redhill Avenue Costa Mesa, CA 92626 714/540 -0800 Contact Person: Sue Williams, RCE "52976 ~ 'November 16, 1999 Job No. 40571.000 c f C Adrainage \whitewater. doc INTRODUCTION The purpose of this study is to estimate the proposed Water Surface Elevations along the La Quinta Corporate Centre project. The proposed water surface elevations will be used to establish the top of the proposed concrete channel lining along, the south slope of the Whitewater Channel. The current Whitewater Storm Channel adjacent to the project site consists of a natural bottom channel with a graded side slope along the north bank. After construction of the concrete bank protection, the removed soil will be restored to its original side slope, and covered with grass. The south bank is currently natural slope with vegetation, The La Quinta Corporate Centre will construct a concrete -lined protection on the south bank,, adjacent to the project site (approximate channel station 1279 + 97 to 1286 + 28, and station 1292 + 39 to 1302 + 07). This concrete channel lining will protect the side slope from future erosion. EXISTING CONDITION Based on the HEC -2 calculations prepared by Hogancamp Engineering, dated 9/16/91, provided by CVWD, the existing condition of the Whitewater Channel is re= modeled. Four sections (1285 + 93, 1286 + 28, 1292 + 39, and 1292 + 74) have been added into the HEC -2 run' within the project reach (see Appendix A). A current standard project flood of .83,000 cfs is used for the project reach per Joe Cook at CVWD to reflect the latest design conditions. See Table 1 for the existing water surface elevation in the vicinity of the project site. PROPOSED CONDITION For the proposed condition, a concrete channel lining will be constructed adjacent to the project site. A HEC -2 run for the proposed condition has been prepared to compute the proposed water surface elevations (see Appendix B). Table 1 summarizes the results and compares.the existing, and proposed water surface elevations to verify that there is no increase in the water level upstream and downstream due to the proposed project. Table 1 also indicates the proposed top of lining elevation vs. the north bank: C: \drainage \whitew ater.doc J TABLE 1 Q = 83,000 CFS STATION EXISTING . W.S. ELEVATION PROPOSED W.S. ELEVATION CHANGE IN W.S. ELEVATION *EXISTING NORTH BANK PROPOSED TOP OF SOUTH LINING 127997 58.00 56.32 -1.68 60.32 57.30 - 128269 59.03 57.17 -1.86 61:03 -58.50 128593 59.67 58.05 -1.62 61.87 59.75 128628 59.74 57.86 -1.88 61.96 N/A 129239 60.80 59.66 -1.14 63.55 N/A 129274 60.87 60.69 -0.18 63.67 62.43 129709 62.09 61.68 -0.41 64.77 64.08. 130207 64.26 63.70 -0.56 66.06 65.96 * Existing .north bank elevations are based on C.V. Storm Water Channel Plan and Profile for Sections 21, 22, 28 and 29, T5S,R7E (Dwg No. 10,521 -8), prepared by C.V.W.D. dated 6/25/71. CAdrainage4hitewater.doc APPENDIX "All .HEC-2 CALCULATIONS EXISTING CONDITION CAdiainac,e\whitewate.r.doc * HEC- 2'WATER SURFACE PROFILES * Version 4.6..2; May 1991 * * * RUN DATE - 15NOV99 TIME 15:40:32 * U.S. ARMY CORPS OF ENGINEERS * t1YDROLOGIC ENGINEERING CENTER * 609 SECOND. STREET, SUITE D * DAVIS, CALIFORNIA 95616 =4687 * (91 6) 756 -1104 X x xxxxxxx xxxxx xxxxx X X X X X X. X X X X X X xxxxxxx XXXX X XXXXX XXXXX X X X X X X X X X X X 1 X X XXXXXXX xxxxx XXXXXXX 15NOV99 15:40:32 PAGE 1 THIS RUN EXECUTED ISNOV99 15:40:32 HEC -2 WATER SURFACE PROFILES Version 4.6.2; May 1991 T1 WHITEWATER CHANNEL IMPROVEMENTS T2 LA QUINTA CORPORATE CENTRE FILE:EX WHITE.IH2 (DAT) T3 - EXISTING CONDITIONS THESE SECTIONS ARE BASED ON CALCULATIONS DONE BY HOGANCAMP ENG'G. DATED: 09/16/91 - INPUT FILE 'PROVIDED .BY, C.V.W.D. ADDED SECTIONS 128593, 128628, 129239 & 129274 (11/10/99) . J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 0 0 0 0 .0026 0 3.0 83000 56 0 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 0 -1 NC .035 .035 .035 .1 .3 X1 127997 5 1 .470 X3 10 39.1 0 0 0 GR 52.2 1 42..D 105 39.1 XI 128269 5 1 475 270 GR 59.1 1 42.5 70 38.0 (' X1 128593 5 1 475 324 GR 59.8. 1 42.0 77 - 38.3 X1 128628 5 1 -475 35 i GR 59.9 1 41.9 78 38.4 j X1 128719 5 1 475 .91 GR i 60.1 1 41.8 80 38.5 15NOV99 1_5:40:32 470 475 475 475 475 PAGE 2 59.0 59.0 265 43.6 382 56.2 270 270 200 - 42.6 380 59.2 324 324 229 43.5 373 60.4 35 35 232 43.6 372 60.6 91 91 240 43.8 370 60.9 470 475 475 475 475 PAGE 2 i X1 129209 5 1 480 490. GR 62.3 1 43.9 95 42.9 234 44.7 381 I X1 129239 5 1 480 30 GR 62.4 1 44.0 99 43.1 X1 '129274 5 1 480 35 GR '62.5 1 44.1 105 43.2 X1 129709 5 1 480 435 GR 63.2 1 44.6 168 45.1 X1 130207 5 1 485 -498 GR 65.1 1 49.1 90 46.4 NC .3 .5 NH' 2 .035 453 .017 483 X1 130249 5 1 483 42 GR 65.3 1 49.5 90 46.6 NH 2 035 453 .017 483 X1 130300 5 1 483 51 GR 65.2 1 50.5 92 46.8 NH 2 .035 470 .017 50D X1 130400 -5 1 500 100 GR 65.1 1 50.0 96 47.0 i NH 2 .035 500 .017 530 X1 130569 6 1 530 169 GR 65.0 1 55.0 100 50.0 GR 70.0 530 NH 2 .035 470 .017 500 X1 130634 6 1 500 65 X3 0 47.8 GR 65:0 1 55.0 100 50.0 GR 70.0 500 1 1 15NOV99 15:40:32 NC 1 .3 X1 130699 6 1 500 65 X3 10 GR 65.7 1 65.7 60 48.2 GR 66.9 500 X1 130710 12 1 500 11 GR 68.0 1 -65.0 20 60.0 GR 48.4 232 46.2 232 46.2 GR 65.3 460 67.0 500 X1 13D717 11 1 800 7 GR 67.5, 1 62.9 125- 57.0 GR 53.5 560 54.7 610 60:9 GR 67.5 800 Xl 130786 D 0 0 69 X1 130797 12 1 500 11 GR 68.0 1 65.0 20 48.5 GR 48.5 232 48.5 232 48.5 GR 65.3 460. 67.0 500 X1 130800 13 1 570 3 490 490 230 44.6 380 61.2 480 30 30 234 44.7 381 61.3 480 35 35 237 44.8 382 61.4 ., 480 435- 435 282 45.9 397 62.5 480 498 498 263 47.2 387 65.4 485 42 42 263 47.4 453 67.4 483 51 51 '263 47.4 453 470 310 67.4 68.0 50.0 65 65 160 47.8 280 50.0 65 65 67.0 67.0 135 47.7 250 49.0 11 11 D 0 85 55.0 _ 115 •50.0 250 46.2 266 48.3 1 7 0 0 215 54.3 260 53.5 680 02.9 710 65.4 69 69 0 0 11 11 0 0 78 45.5 115 48.5 250 48.5 266 48.5 3 3 483 500 500 470 • PAGE 3 360 1 175 400 1 310 760 1 1 175 400 483 500 500 470 • PAGE 3 360 1 175 400 1 310 760 1 1 175 400 GR 67.2 1 67.0 10 48.5 78 48.5 100 48.5 130 GR 48..5 160 48.5 240 48.5 320 48.5 413 67.5 460 GR 68.0 478 69.0 520 71.0 570 X1 130920 13 1 570 120 120 120 0 GR 67.2 1 68.0 10 -48.8 78 48.8 100 48.8 130 . GR 48.8 160 48.8 240 48.8 320 48.8 436 67.5 •460, GR 68.0 478 69.0 -520 71.0 570 - X1 131062 13 1 570 224 224 224 GR 67.2 1 67.0 10 49.2 78 49.2 100 49.2 130 GR 49.2 . 160 49.2 240 49.2 320 49.2 436 67.5 460 GR 68.0 478 69.0 520 71.0 570 X1 131362 10 1 575 300 300 300 GR 73.0 1 74.0 30 73.0 45 49.9 100 49.9 170 GR 49.9 340 49.9 436 68.0 460 70.0 510 72.0 575 1 . 15NOV99 15:40:32 PAGE 4 X1 131872 10 1 555 510 510 510 GR 90.0 1 51.3 110 51.3 180 51.3 250 51.3 315 GR 51.3 330 51.3 370 51.3 436 69.4 460 75.0 555• X1 132137 10 1 505 265 265 265 GR B7.5 1 53.0 78 52.0 117 52.0 220 52.1 273 GR 52.1 350 52.1 378 52.05 436 70.05 460 73.0 505 X1 132397 12 1 556 260 260 260 X3 0 51.0 GR 85'.0 1 53.0 78 52.7 236 52.7 258 52.7 288 GR 52.7 335 52.7 358 52.7 383 52.7 436 70.75 460 GR 70.0 513 75.0 556 X1 132584 13 1 560 187 187 187 GR 80.0 1 78.0 18 77.0 40 53.2 78 53.2 120 GR 53.2 160 533.2 253 53.2 355 53.2 387 53.2 410 GR 53.22 436 71.22 460 75.0 560 X1 133106 12 1 565 522 522 522 GR 75.0 1 70.0 45 54.6 78 54.6 257 54.6 320 GR 54.6 367 54.6 385 54.6 395 54.61 436 72.61 460 GR .75.0 525 80.0 565 X1 133507 13 1 500 401 401 401 GR 75.0 1 55.6 78 55.6 218 55.6 270 55.6 290 GR 55.6 •320 55.6. 345 55.6 360 55.6 390 55.67 436 GR 73.67 460 75.0 485 81.0 500 X1 133750 13 1 525 243 243 243 GR 80.0 1 56.4 78 56.4 1.10 56.4 135 56.4 205 GR 56.4 233 56.4 290 56.4 325 56.4 375 56.47 436 GR 74.47 460 75.0 510 80.0 525 X1 133984 10 20 500, 74 74 74 GR 75.0 20 70.0 40 58.0 100 56.5 250 57.0 310 GR 58.0 380 60.0 395 65.0 430 75.0 470 80.0 500 X1 134021 0 0 0 37 37 37 0 0 1 1 15N01199 15:40:32 PAGE 5. Xl 134185 5 1 470 275 275 275 X3 . 0 52.4 GR 78.7 1 59.3 55 52.4 192 53.4 - 325 •82.0 470 X1 134635 5 1 520 450 450 450 GR 113.9 1 51.5 150 44.4 285 52.3 X1 134905 6 1 445 270 270 270 GR '117.2 1 60.3 132 "46.3 255 52.6 GR 77.9 . 445 365 86.7 520 410 63.2 415 1 15NOV99 15:40:32 SECNO DEPTH CWSEL CRIIJS WSELK EG HV HL OLOSS L -BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT ' CORAR TOPWID ENDST *PROF 1 CCHV= .100 CEHV= .300 *SECNO 127997.000 3280 CROSS SECTION 127997.00 EXTENDED 5.80 FEET 3495 OVERBANK AREA ASSUMED NON- EFFECTIVE, ELLEA= 59.00 ELREA= 59.00 127997.000 18.90 58.00 .00 56.00 60.47 2.47 .00 .00 52.20 83000.0 .0" 83000.0 .0 .0 6586.5 .0 .0 .0 56.20 00. .00 12.60 .00 .000 .035 .000 .000 39.10 1.00 .002624 0. 0. 0. 0 0 2 .00 469.00 470.00 *SECNO 128269.000 128269.000 - 21.03 59.03 .00 .00 61.12 2.09 .62 - .04 59.10 83000.0 .0 83000.0 .0 .0 7155.5 .0 42.6 2.9 59.20 .01 .00 11.60 .00 .000 .035 .000 .000 38.00 1.27 .002013 270. 270. 270. 3 0 0 .00 472.79 474.06 *SECNO 128593..000 128593.000 21.37 59.67 .00 .00 61.78 2.11 .65 .00 59.80 83000.0 .0 83000.0 .0 .0 7127.8 .0 95.7 6.4 60.40 ..01 .00 11.64 .00 .000 .035 .000 .000 38.30 1.53. .002018 '324. 324.: 324. 2 0 0 .00 469.09 470.62 *SECNO 128628.000 128628.000 21.34 59.74 .00 .00 61.85 2.12 .07 .00 59.90 83000.0 .0 83000.0 .0 .0 7108.9 .0 101.4 6.8 60.60 .02 .00 11.68 .00 .000 .035 .000 .000 38.40 1.70 .002030 35. 35. 35. 2 0 0 .00 468.07 469.77 *SECNO 128719.000 128719.000 21.42 59.92 .00 .00 62.04 2.12 .18 .00 60.10 83000.0 .0 83000.0 .0 .0 7110.8 .0 116.3 7.8 60.90 .02 .00 11.67 .00 .000 .035 .000 .000 38.50 1.77 '.002024 91. 91. 91. 2 0 0 .,00 467.23 469.00 I 1 15NOV99 15:40:32 SECNO DEPTH Cb:SEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV Q QLOB QCH QROB ALOE ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL IDC lCONT CORAR TOPWID " ENDST *SECNO 129209.000 129209.000 17.85 60.75 .00 .00 63.36 2.61- 1.17 .15 . 62.30 83000.0 .0 83000.0 .0 .0 6402.9 .0 192.3 13.0 61.20 .03 DO 12.96 .00 .000 .035 .000 :000 42.90 8.92 f .002875 490. 490. 490" 3 0 0 .00 468.37 477.29 PAGE 6 . PAGE 7 * SECNO 129239'.000 .09 .02 62.40 .0 129239.000 17.70 60:80 .00 .00 663.46 ..83000.0 .0 83000.0 0 .0 6335.9 .03 .00 13.10 .00 .000 .035 002970 30. .30. 30. 2 0 * SECNO 129274.000 43.20 10.22 0 .00 129274.000 17.67 60.87 .00 .00 63.58 83000.0 .0 83000.0 .0 .0 6275.4 03 .00 13.23 .00 .000 .035 .003059 35. 35. 35. 2 0 * SECNO 129709:000 65.10 .0 333.1 23- 8 129709.000 17.49 62.09 .00 .00 65.16 83000:0 .0 83000.0 .0 .0 5902.0 - .04 .00 14.06 .00 .000 .035 .003754 435. 435. 435. 2 0 * SECNO 130207.000 1.30207.000 17.86 64.26 DO .00 66.83 83000.0 .0 83000.0 .0 .0 6443.5 .05 .00 12.88 .00 .000. .035 .002854 498. 498. 498. 2 0 CCHV= .300 CEHV= .500 1490 NH CARD USED *SECNO 130249.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 130249.000 18.50 65.10 .00 .00 67.10 83000.0 .0 83000,0 .0 .0 7313.4 .05 .00 11.35 .00 .000 .034 .001803 42. 42. 42. 2 0 1 15NOV99 15:40:32 SECNO DEPTH CWSEL CRIWS WSELK EG Q QLOB QCH QROB ALOB ACH TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH. XLOBR ITRIAL IDC 1490 NH CARD USED * SECNO 130300.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 130300.000 18.35 65.15 .00 00 67.24 83000.0 .0 83000.0 .0 .0 7151.4 :05 .00 11.61 .00 .000 .034 .001946 51. 51. 51. 2 0 1490 NH CARD USED * SECNO 130400.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 3280 CROSS SECTION 130400.00 EXTENDED .55 FEET 130400.000 18.64 65.64 ..00 .00 67.49 83000.0 .0 83000.0 .0 .0 7605.1 .05 .00 10.91' .00 .000 .034 .001667 100. 100. 100. 2 0 1490 NH CARD USED 1 * SECNO 130569.000 1530 MANNINGS N VALUES FOR CHANNEL 10MP0SITED 3280 CROSS SECTION 130569.00 EXTENDED .90 FEET 130569.000 18:40 65.90 .00 00 67.86 83000.0 .0 83000.0 .0 .0 7387.8 .06 .00 11.23 .00 .000 .034 .001984 169. 169. 169. 2 0 1490 NH CARD USED * SECNO 130634.000 1530 MANNINGS N--VALUES FOR CHANNEL COMPOSITED 2.66 .09 .02 62.40 .0 196.7 13.4 61.30 .000 .000 443.10 9.54 0 .00 467.45 477.00 2.72 .11 .02 62.50 .0 201..7 13.7 61.40 .000 .000 43.20 10.22 0 .00 466.64 476.86 3.07 1.47 .11 63.20 .0 262.5 18.4 62..50 .000 .000 44.60 ' 10.96 0 .00 466'.99 477.95 2.58 1.62 05 65.10 .0 333.1 23- 8 65.40 .000 .000 46.40 5.68 0 .00 473.18 478.86 2.00 .09 .17 65.30 .0 339.7 24.2 67.40 .000 .000 46.60 2.08 0 .00 477.49 479.56 HV HL OLOSS L -BANK ELEV . AROB VOL TWA R -BANK ELEV XNR WTN ELMIN SSTA ICONT CORAR TOPWID ENDST - 2.09 .10 .05 65.20 .0 348.2 24.8 67.40 :000 .000 46.80 1.31 0 .00 478.31 479.62 1.85 .18 .07 65.10 .0 365.2 25.9 68.00 .000 .000 47.00 1.00 0 .00 495.47 496.47 1.96 .31 .06 65.00 .0 394.2 .27.9 70.00 .000 .000 47.50 1.00 0 .00 522.84 523.84 PAGE 8 3280 CROSS SECTION 130634.00 EXTENDED .87 FEET 130634.000 18.07 65.87 .00 .00 68.16• 2.29 .14 .17 65.00 83000.0 .0 83000.0 .0 .0 6833.8 .0 404.8 28.6 70.00 .06 .00 12.15 .00 .000 .034 000 .000 47.80 1.00 .002373 65. 65. 65. 2 0 0 -.00.. 492.81 493.81 1 15NOV99 15:40:32 PAGE 9 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS L -BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST CCHV= .100 CEHV= .300 * SECNO 130.699.000 3495 OVERBANK AREA ASSUMED NON- EFFECTIVE, ELLEA= 67.00 ELREA= 67.00 130699.000 17.48 65.18 .00 .00. 68.75 - 3.57 .20 .38 65.70 83000.0 .0 83000.0 .0 .0 5472.4 .0 414.0 29.3 66.90 .06 .00 15.17 .00 .000 .035 .000 .000 47.70 62.25 .004258 65. 65. 65. 3 0 0 .00 424.26 486.51 * SECNO 130710.000 130710.000 19.54 •65.74- .00 .00 68.84 3.10 .04 .05 68.00 83000.0 .0 -83000,0 .0 .0 5878.0 .0 -415.5 29.4 67.00. .06 .00 14.12 00 .000 .035 .000 .000 46.20 15.31 .003708 11. 11. 11. 3 0 .0 .00 455.08 470.38 ' * SECNO 130717.000 130717.000 13.00 66.50 .00 .00 68.94 2.43 .03 ..07 67.50 83000.0 .0 83000.0 .0 .0 6631.3 .0 416.5 29.5 67.50 .06 .00 12.52. .00 .000 .035 .000 .000 53.50 27.85 .004786 7. 7. 7. 5 O 0 .00 753.17 781.02 * SECNO 130786.000 130786.000 13.67 67.17 .00 .00 69.27 2.10 .30 .03 67.50 83000.0 .0 83000.0 .0 .0 7142.3 .0 427.4 .30.7 - 67.50 .06 .00 11.62 .00 .000 .035 .000 .000 53.50 9.93 .003941 69. 69. 69. 3 0 0 .00 783.76 793.69 I * SECNO 130797.000 3280 CROSS SECTION 130797.00 EXTENDED .35 FEET 3302 WARNING: CONVEYANCE CHANGE OUTSIDE'OF ACCEPTABLE RANGE, KRATIO = 1:43 130797.000 18.85 67.35 .00 .00 69.31• 1.97 .03 .01 68.00 f83000.0 .0 83000.0 .0 .0" 7377.7 .0 429:2 30.9 67.00 I :06 .00 11.25 .00 .000 .035 .000 .000 48.50 5.11 .001940 11. 11. 11. 3 0 0 .00 494.89 500.00 15NOV99 15:40:32 PAGE 10 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS L -BANK ELEV Q QLOB -QCH QROB BLOB ACH. _AROB VOL TWA R -BANK ELEV TIME VLOB VCH- VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH - XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ` * SECNO 130800.000 3280 CROSS SECTION 130800.00 EXTENDED .18 FEET 130800.000 18.88 .67.38 .00 .00 69.32 1.94 .01 .00 67.20 83000.0 .0 83000.0 .0 .0 7421.1 .0 429.7 30.9 71.00 .06 .00 11.18 .00 .000 ..035 .000 .000 48.50 1'.00 .001727 3. 3. 3. 2 0 0 .00 458.69 459.69 *SECNO 13'0920..000 r 3265 DIVIDED FLOW 3280 CROSS SECTION 130920.00 EXTENDED .48 FEET 130920.000 18.88 67.68 .00 .00 69.53 1.84 .20, .01 67.20 83000.0. .0 83000.0 .0 .0 7618.9 .-.0 •450.4 32.2 71.00 .07- .00 10.89 :OD .000 .035 .000 .000 48.80 1.00 .001605 120. 120. 120. 0 0 0 .00 460.53 466.33 *SECNO.131062.000 3280 CROSS SECTION 131062.00 EXTENDED .88 FEET 131062.000 18.89 68.09 .00 DO 69.90 1.81 .36 '.OD 67.20 83000.0 .0 83000:0 .0 .0 7688.5 .0 489.8 34.6 7i.00 07 .00 10.80 .00 000 .035 .000 .000 49.20 1.00 :001645 224. 224. 224. 0 0 0 .00- 480.57 481.57 *SECND 131362.000 131362.000 18.38 68.28 .00 .00' 70.59 2.31 .55 .15 73.00 83000.0 .0 83000.0 .0 .0 6803.2 .0 539.7 37.7 72.00 .08' .00 12.20 .00 .000 .035 .000 .000 49.90 56.24 002018 300. 300. 300. 2 0 0 .00 410.79 467.03 *SECND 131872.000 131872.000 17.92 .69.22 .00 .00 71.74 2.53 1.09 .07 90.00 83000.0 .0 83000.0 -.0 .0 6504.0 .0 6I7.6 42.4 75.00 .09 .00 12.76 .00 .000 .035 .000 .000 51.30 59.55 .002261 510. 510., 510. 2 0 0 .00 400.20 459.75 1 15NOV99 15:40:32 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL' OLOSS L -BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC. ICONT CORAR TOPWID ENDST *SECND 132137.000 132137.000 18.15 70.15 .00 .00 72.33 2.18 .55 .03 87.50 83000.0 .0 83000.0 .0 .0 7006.0 .0 658.7 44.9 73.00 .10 .00 11.85 .00 .000 .035 .000 .000 52.00 39.73 .001893 265. 265. 265. 2 0 0 .00 421.74 461.47 . *SECND 132397.000 3265 DIVIDED FLOW 132397.000 18.00 )0.70 .00 .00 72.86 2.16 .53 .00 85.00 83000.0 .0 83000.0 .0 .0 7031.4 .0 700.6 47.6 75.00 i .10 .00 11.80 .00 .000 .035 .000 .000 52.70 35.41 .002213 260. 260. 260. 2 0 0 .00 479.90 519.01 * SECNO 132584.000 132584.000 17.80 71.00 .00 .00 73.29 2.29 .39 .04 80.00 83000.0 .0 63000.0 .0 .0 6836.0 .0 730.3 49.5 75.00 .11 .00 12.14 .00 .000 .035 .000 .000 53.20 49.58 .001990 187. 187. 187. 2 0 0 .00 410.13 459.71 *SECND 133106.000 133106.000 17.46 72.06 .00 :00 74.38 2.32 1.08 .01 75.00 83000.0 .0 83000.0 .0 .0 6796.0 .0 812.0 54.6 80.00 .12 .00 12.21 .00 .000 .035 .000 .000 54.60 26.83 .002162 522. 522. 522. 3 0 0 .00 432.44 459.27 * SECNO 133507.000 133507.000 17.49 73.09 .00 .00 75.23 2.14 .83 .02 75.00 83000.0 .0 83000.0 .0 .0 7068.5 .0 875.8 58.7 81.00 .13 :00 11.74 .00 .000 .035 .000 ..000 55.60 8.59 .001994 401. 461. 401. 2 0 0 .00 450.64 459.22 PAGE 11 . *SECND 133750.000 133750.000 17.06 73.46 .00 00. 75.80 2.33 :51 .06 80:00 . 83000.0 83000.0 .0 .0 6775.4 .0 914.5. 61.1 80.00 .0 12.25. :00 .000 .035 .000 .000 56.40 22.32 .13 .00 .002203 243. 243. 243. 2 0 0 .00 436.34 458.66 1 PAGE 12 15NOV99 15:40:32 SECND DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV Q QLQB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLQBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECND 133984.000 133984.000 16.49 72.99 .00 .00 76.30 3.31 .21 .29 75.00 83000.0 83000.0 .0 .0 5685.1 .0 925.0 61.9 80.00 .0 14.60 .00 .000 .035 .000 .000 56.50 28:01 .13 .00 .003864 74. 74. 74. 2 0 0 .00 433.98 461.99 * SECNO 134021.000. 134021.000 16.78 73.28 .00 .00 76.45 3.17 .14 .01 75.00 83000.0 :0 83000.0 .0 .0 5808.5 .O 929.9 62.2 80.00 14.29 .00 .000 .035 .000 ..000 56.50 26.87 .13 .00 .003623 37. 37. 37.' 2 0 0 .00 436.25 463.13 ' *SECND 134185.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE-RANGE, KRATIO = 1.43 134185.000 22.74 75.14 :00 .00 77.23 2.09 .67 .11 78.70 83000.0 .0 83000.0 .0 .0 7147.5 .0 970.8 65.0 82.00 11.61 .00 .000 .035 .000 .000 52.40 10.91 .14 .00 .001760 275. 275. 275. 4 0 0 .DO 424.30 435.21 * SECNO 134635.000 134635.000 31.83 76.23 .00 .00 77.87 1.64 .60 .04 113.90 83000.0 D 83000.0 .0 .0 8064.9 .0 1049.4 69.1 86.70 10.29 .00 .000 .035 .000 .000 44.40 90.97 .15 .00 001035 450. 450. I 450. 3 0 - 0 .00 381.81 47238 f*SECND 134905.000 . 134905.000 30.07 76.37 .00 .00 78.23 1.86 .29 .07 117.20 I 83000.0 83000.0 .0 ..0 7577.2 .0 1097.9 71.4 77.90 .0 10.95 .00 .000 .035 .000 .000 46.30 95.00 .16 .00 .001149 270. 270. 270. 3 0 0 .00 346.88 441.88 1 CROSS`SECTION 130710.00" STREAM TING CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) -B= BOTTOM BRIDGE,T =TOP BRIDGE,X= GROUND,W =WATER SUR E= ENERGY GRADIENT,C= CRiTICAL•WSEL ELEV 46.2 48.2 50.2 52.2 54.2 56.2 58.2 60.2 62:2 64.2 66.2 J STA -FEET 1 BANKE 2 X E 10. X W E 3 20. ); W 30. I X W E 40. X 50•. A. W 60. . X W E 70. X. W E 4 80. X Y! 90. X 100. L! E 5 110. X W E 120. ^ 41 E 130. X '140. X W E 150. X W E 160. X W E 6 170. X. W E 180. 'X W E 190. X W E 200. X W E 210. X W ,. E 220. X W E 8 230. XXXXXXXXXXXX W E 240. X W E 9250.X W . E.. 260. X W . E 10 270. X W . E 280. .X W E 290. . X W . E 300. . X W . E 310. . X W . E 320. . X W . E 330. X W . E 340. X W E 350. X W E 360. . X W E 370. . X . W . E 380. . X. W . E 390. . X. W . E 11 400. . X W . E 410. . X W . E 420. . X. W . E 430. X W . E '440. . X W . E 450. X W . E 12 460. X W . E 470. X . E 480. X E 490. X E 13 500. . X BANKE NRD= 0 ELLC= 9999999.00 ELTRD= 9999999.00 EL(I),STA(I) 68.00 1.00 65.00 20.00 60.00 85.00 55.00 115.00 50.00 175.00 48.40' 232.00 46.20 232.00 46.20 250.00 46.20 266.00 48.30 400.00 65.30 460.00 67.00 500.00 1 CROSS SECTION 130717.00 STREAM TING CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) -B= BOTTOM BRIDGE,T =TOP BRIDGE,X= GROUND,W =WATER SURE= ENERGY GRADIENT,C= CRITICAL WSEL ELEV 53.5 55.5 57.5 .59.5 61.5 63.5 65.5 .. 67.5 69.5 71.5 73.5 STA -FEET 2 0. X E BANK. 20. . X E 40. X W E 60. . X. W E 80. . X W E 100. X W E 3 120. X W. E 140. . X W E 160. X W E 180. . X W E 200. . X W E 4 220. . X . w E 240. . X W E 5 260. X w E 280. X W E 6 300. X W E 320. Y, w E 340. X w E 360. X w E 380. Y, w E 400. X w E 420. X w E 440. X w E 460. X w E 480. X w c 500.. X w E 520. X w E 540: X W E 7 560. X w E 580. X w E 8 600. X w E 620.. x w E 640. X W E 660. X W E 9 680. X W E 10 700. X W E 720. X W E 740. X W E 11 760. ..: X w E 780. X E 12 800. X . E BANK. NRD= O ELLC- 9999999.00 ELTRD= 9999999.00 EL(I),STA(I) 67.5D 1.00 62.90 125.00 57.00 215.00 54.30 260.00 53.50 310.00 53.50 - 560.00 54.70 610.00 60.90- 680.00 62.90 710.00 65.40 760.00 67.50 800.00 1 CROSS SECTION 130786.00 STREAM TING CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) -B= BDTTOM BRIDGE,T =TOP BRIDGE,X= GROUND,W =WATER SUR E= ENERGY GRADIENT,C= CRITICAL WSEL ELEV 53.5 55.5 57.5 59.5 61.5 63.5 65.5 67.5 69.5 71.5 73.5 STA -FEET 2 0. X E. BANK. 20. X w . E. 40. X w . E. . 60. X. W E. 80. X w . E. 100. X w . E. 3 120. X w . E. '140. X W . E. 160. X w E. 180. -x W . E. 200. X w . E. 4 220. X w . E. 240. X W . E. 5 260, X W . E. 280. X W . E. 6 300. X W . E. 320. X W . E. ^ 340. X W . E. i 360. X w . E. 380.'X W . E. 400. X W E. 420. X w . E. 440. X W . E. . 460. X W . E. 480. X W . E. 500. X W . E. 520. X W E. +I 540. X w . E. 7 560.. X w . E. 580. X W . E. B 600, X W . E. 620. X w . E. 640. X w . E. 660. X W . E. 9 680. w . E. 10 700. X W . E. 720. X w . E. 740. X W . E. 11 760, X W . E. 780. X w . E. II 12 800. X E. BANK. NRD= 0 ELLC= 9999999.00 ELTRD= '9999999.00 ,I EL(I),STA(I) 67.50 1.00 62.90 125.00 57.00 215.00 54.30 260.00 53.50 310.00 53.50 560.00 54.70 610.00 60.90 680.00 62.90 710.00 ' 65.40 760.00 1 67.50 800.00 CROSS SECTION 130797.00 STREAM TING CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) 76= BOTTOM BRIDGE,T =TOP BRIDGE,X=GROUND,W =WATER SUR E= ENERGY 6RP,DIENT,C= CRITICAL WSEL ELEV 48.5 50.5 52.5 54.5 56:5 58.5 60.5 62.5 64.5 66.5 68.5 STA -FEET 2 0. X E BANK. 10. . X W E I 3 20. X W E 30. . X . W E 40. . X W E 50. X W E 60. X W E 70. . X W E 4 80. X W E 90. X W E 100. X W E 5 110. X W E 120. X W E 130. X W E 140. X W E 150. X W E 160. X W E 6 170. X W E 180. X W E 190. X W E 200. X W E 210. X W E 220.. X W E 7 230. X W E 240. X W E I 8250.X W E 260. X W E 9 270. X W E 280. X W E 290. X W E 300. X W E 310. X W E 320. X W E 330. X W E 340. X W E { .350. X W E 360. X W E 370. X W E 380. X W E 390. X W E 10 400. X W E .410. X W E 420. X . W E 430. X W E I 440. X W E • 450. X W E 11 460._ X W E 470. X W E 480. X . W E 490. X W E 12 500. XW E BANK. NRD= 0 ELLC= 9999999.00 ELTRD= 9999929.00 EL(I),STA(I) 68.00 1.00 65.00 20.00 48.50 78.00 48.50 115.00 48.50 175.00 48.50 232.00 48.50 250.00 48.50 266.00 48.50 400.00 65.30 460.00 67.00 500.00 1 CROSS SECTION 134021.00 STREAM TING CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) -B= BOTTOM BRIDGE,T =TOP BRIDGE,X= GROUND,W =WATER SURE= ENERGY GRADIENT,C= CRITICAL WSEL ELEV 56.5 61.5 6E.5 . 71.5 76.5 81.5 86.5 91.5 96.5 10i.5 106.5 STA -FEET 2 20. X- E BANK. 30. X W E 3 40. X W E - - 50. X W E 60. X. W E 70. X W E 80. X W, E 90. X W E 4 100. X W E 110. .. X W E 120. X W E .130. X W E 140. X W E 150. X W E 160. X W E 170... X W E 180. .X W E 190. .X W E 200. .X W E 210. .X W E 220. .X W E 230. X W E 240. X W E 5 250. X W E 260. X W E 270. X W E 280. .X W E 290. .X W E 300. .X W E 6 310. .X W E 320. :X W E 330. X W E 340. X W• E 350. X W E - 360. X W E 370. X W E 7 380. X W E 8 390. X W E . 400. X W E 410. ._ X W E 420. X W E j 9 430. . X W E 440. X W E 450. X W E 460. X W E 10 470. X E -" 480. X 490. X 11 500. X BANK. NRD= 0 ELLC= 9999999.06 ELTRD= 9999999.00 EL(I),STA(I) - 75.00 20.00 70.00 40.00 58.00 100.00 56.50 250.00 57.00. 310.00' 58.00 380.00 60.00 395.00 65.00 430.00 75.00 470.00 80.00 .500.00 1 15NOV99 15:40 ;32 PAGE 13, THIS RUN EXECUTED ISNOV99 15:40:33 HEC -2 WATER SURFACE PROFILES Version 4.6.2; May 1991 *� * *x : +x *�:� *mot *- r *� * *•k,�• � *:�,t•� *:�:•,••k NOTE- ASTERISK (t) AT LEFT OF CROSS- SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST TING CONDITIONS SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 1 0 "KS VCH AREA. OIK 127997.000 .00 .00 .00 39:10 83000.00 58.00 % DO 60.47. 26.24 12.60 6586.45 16202.81 128269.000 270.00 .00 :00 38.00 83000.00 59.03 .00 61.12 20.13 11.60 7155.48 18498.20 128593.000 324.00 .00 .00 38.30 83000.00 59.67 .00 61.78 20.18 11.64 7127.79 18475.03 128628.000 35.00 .00 .00 38.40 83000.00 59.74 .00 61.85 20.30 11.68 7108.89 18419.76 128719.000 91.00 .00 .00 38.50 83000.00 59.92 .00 62.04 20.24 11.67 7110.83 18450.11 129209.000 490.00 .00 .00 42.90 83000.00; 60.75 DO 63.36 28.75 12.96 6402.93 15478.45 129239.000 30.00 .00 :00 43.10 83000.00 60.80 :00 63.46 29.70 13.10 6335.87 15230.22 129274.000 35.00 .00 .00 43.20 83000.00 60.87 .00 63.58 30.59 13.23 6275.41 15007.85 129709.000 435.00 .00 .00 44.60 83000.00 62.09 .00 65.16 37.54 14.06 5901.99 13547.27 130207.000 498.00 .00 .00 46.40 83000.00 64.26 .00 66.83 28.54 12.88 6443.53 15537.53 130249.000 42.00 .00 .00. 46.60 83000.00 65.10 .00 67.10 18.03 11.35 7313.39 19546.02 130300.000 51.00 .00 .00 46.80 83000.00 65.15 .00 67.24 _. 19.46 11. 61 7151.3518813.24 130400.000 100.00 .00 .00 47.00 83000.00 55.64 .00 67.49 16.67 10.91 . 7605.09 20328.29 130569.000 169.00 .00 .00 47.50 83000.00 65.90 .00 67.86 19.84 11.23 7387.81 18634..03 130634.000 65.00 .00 .00 47.80 83000.00 65.87 .00 68.16 23.73 12.15 6833.83 17039.11 130699.000 65.00 .00 .00 47.70 83000.00. 65.18 .00 68.75 42.58 15.17 5472.36 12720.01 130710.000 11.00 .00 .00 46.20 83000.00 65.74 .00 68.84 37.08 14.12 5877.99 13630.51 ! 1 15NOV99 15:40:32 PAGE 14 SECNO XLCH ELTRD ELLC ELMIN. Q CWSEL CRIWS EG 10 *KS VCH AREA .01K 130717.000 7.00 .00 .00 53.50 83000.00 66:50, .00 68.94 47.66 _ 12.52 6631.30 11997.20 130786.000 69.00 .00 .00 53.50 83000.00 67.17 .00 59.27 39,41 11.62 7142.27 13221.59 * 130797.000 11.00 .00 .00 48.50 83000.00 67.35 .00 69.31 19.40 11.25 7377.68 18843.74 130800.000 3.00 .00 .00 48.50 83000.00 67.38 .00 69.32 17.27 11.18 7421.08 19973.75 130920.000 120.00 .00 .00 48.80 83000.00 67.68 .00 69.53 16.05 10.89 7618.90 20719'.09 131062.000 224.00 .00 .00 49.20 83000.00 68.09 .00 69.90 16.45 10.80 7688.46 20462.78 131362.000 300.00 .00 ..00 49.90 83000.00 68.28 .00 70.59 20.18 12.20 6803.23 18476.90 131872.000 510.00 .00 .00 51.30 83000.00 69.22 .00 71.74 22.61 12.76 6503.99'17455.82 132137.000 265.00 .00 .00 52.00 83000.00 70.15 .00 72.33 18.93 11.85 7006.00 19076.73 132397.000 260.00 .00 .00 52.70 83000.00 70.70 .00 72.86. 22.13 11.80 7031.43 17642.66 132584.000 187.00 .00 .00 53.20 83000.00 71.00 .00 73.29 19.90 12.14 6836.01 18607.65 133106.000 522.00 .00 .00 54.60' 83000.00 72.06 .00 74.38 21.62 12.21 6796.05 17848.76 133501:000 401.00 .00 .00 55.60 83000.00 73.09 .00 75.23 19.94 11.74 7068.46 18588.08 133750.000 243.00 .00 .00 '56.40 83000.00 73.46 .00 75.'80 22.03 12.25 6775.40 17684.40 133984.000 74.00 .00 .00 56.50 83000.00 72.99 .00 76.30 38.64 14.60 5685.06 13351.85 134021.000 37.00 .00 .00 56.50 83000.00 73.28 .00 76.45 36.23 14.29 5808.53 13789.41 . * 134185.000 . 275.00 .00 .00 52.40 83000.00 75.14 . .00 77.23 17.60 11.61 7147.45 19786.16 134635.000 450.00 .00 .00 44.40 83000.00 76.23 .00 77.67 10.35 10.29 8064.93 25801.03 134905.000 270.00 .00 .00 46.30 83000.00 76.37 .00 78.23 11.49 10.95 7577.17 24485.16 1 15NOV99 15:40:32 PAGE 15 TINE CONDITIONS SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 127997.000 83000.00 58.00 .00 .00 2.00 459.00 .00 128269.000 83000.00 59.03 .00 1.03 OD 472.79 270.00 128593.000 83000.00 .59.67 .00 64 .00 469.09 324.00 128628.000 83000.00 59.74 .00 .06 .00 468.07 , 35.00 128719.000 83000.00 59.92 .00 .19 .00 467.23 91.00 - 129209.000 83000.00 '60.75 .00 .83 .00 468.37 490.00 129239.000 83000.00 60.80 .00 .05 .00 467.45 30.00 129274.000 83000.00 60.87; .00 .07 .00 466.64 35.00 129709.000 83000.00 62.09 .00 1.22 .00 466.99 ` 435.00 130207.000 83000.00 64.26 .00 2.17 .00 473.18 498.00 130249.000 83000.00 65.10 .00 84 .00 477.49 42.00 130300.000 83000.00 65.15 .00 .05 .00 478.31 51.00 130400.000 83000.00 65.64 .00 .49 .00 495.47 100.00 130569.000 83000.00 65.90 .00 .25 .00 522.84 169.00 130634.000 83000.00 65.87 :00 -.02 .00 492.81 65.00 130599.000 83000.00 65.18 .DD -.69 .00 424.26., 65.00 130710.000 83000.00 65.74. .00 .57 .00 455.08 11.00 130717.000 83000.00 66.50 .00 .76 .00 753.17 7.00 130786.000 83000.00 .67.17 .00 .67 .00 783.76 69.00 * 130797.000 83000.00 67.35 .00 .17 .00 494.89 11.00 130800.000 83000.00 67.38 .00 .03 .00 458.69 3.00 130920.000. 83000.00 67.68- .00 .31 .00 460.53 120.00 131062.000 83000.00 68.09 .00 .40 .00 480.57 224.00 131362.000 83000.00 68.28 DO .19 .00 410.79 300.00 1 15NOV99' 15:40:32 PAGE 16 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 131872.000 83000.00 69.22 .00 .94 .00 400.20 510.00 132137.000 83000.00 70.15 .00 .93 .00 421.74 265.00 132397 :000. 83000.00 70.70 .00 .'55 .00 479.90 260.00 132584.000 63000.00 71.00 .00 .30 .00 410.13 187.00 133106.000 63000.00 .72.06 .00 1.06 .00 432.44 522.00 133507.000 83000.00 72.09 .00 1.02 .00 450.64 401.00 133750.000 83000.00 75.46 .00 .38 .00 436.34 243.00 133984:000 83000.00 72.99 .00 -.47 .00 433.98 74.00 134021.000 83000.00 73.28 .00 .29 .00 436.25 37.00 * 134185.000 83000.00 75.14 .00 1.86 .00 424.30 275.00 134635.000 83000.00 134905.000 83000.00 1 15NOV99 15:4D:32 SUMMARY OF ERRORS AND SPI WARNING SECNO= 130797.000 WARNING SECNO= 134185.000 76.23 .00 .1.09 .00 381.81 450.00 76.37 .00 .14 .00 346.88 270.00 :CIAL NOTES PROFILE =. 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PROFILE= 1 CONVEYANCE CHANGE OUTSIDE-ACCEPTABLE RANGE r PAGE 17 APPENDIX "B" HEC -2 CALCULATIONS PROPOSED CONDITION C : \drainage \whitewater. doc Ix, �, �xxx�xxx+, x�,••,: •x *xx,�x,xx:�x*•,.*xxxxxx+: -�• . * HEC -2 WATER SURFACE PROFILES x x * Version 4.6.2; May 1991 * * RUN DATE 15NOV99 TIME 15:40:05 *. i i •xxxxxxxxfexxx*�trotaexx xx*xx . * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC- ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616 -4687 * (91 6) 756 -1104 * X X XXXXXXX XXXXX XXXXX X X X X X X X X X 'X X X XXXXXXX XXXX X XXXXX XXXXX X X X X X X X X X X X X X XXXXXXX XXXXX XXXXXXX 15NOV99 15:40:05 PAGE 1 g �S THIS RUN EXECUTED 15NOV99 15:40:05. xxxxxxk*+ �xxk,: xxYr:F **•„ *xkYexx * *•,txxx *xxF* , HEC -2 WATER SURFACE PROFILES Version 4.6.2; May 1991 xxxx„•,,: r,,, rx•, �r+. x •ka•x :x:r:exxxxxxxxx•�r:txkx�.• - _ T1 WHITEWATER CHANNEL IMPROVEMENTS T2 LA OUINTA CORPORATE CENTRE FILE:P1 WHITE.IH2 (DAT) T3 PROPOSED CONDITIONS THESE SECTIONS ARE BASED ON CALCULATIONS DONE BY HOGANCAMP EN6'G. DATED: 09/16/91 - INPUT FILE PROVIDED BY C.V.W.D. ADDED SECTIONS 128593, 128628, 129239 &129274 (li/10/99) MODIFIED SECTIONS 127997, 128269, 128593, 129274, 129709 & 130207 (11/10/99) USED CURRENT STD. PROJECT FLOOD PER JOE COOK (C.V.W.D.): 83,000 CFS J1 ICHECK INQ NINV IDIR STRT METRIC, HVINS Q. WSEL FQ 0. 0 0 0 0026 0 3.0 83000 56 0 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 .0 -1 NC .035 .035 .035 .1 .3 NH 2 .035 445 .017 470 X1 127997 5 1 470 X3 10 39.1 0 0 0 59.0 59.0 GR 52.2 1 42.0 105 39.1 265 41.8 445 59.0 470 NH 2 .035 445 .017 470 X1 128269 5 1 470 270 270 270 GR 59.1 1 42.5 70 38.0 200 44.1 445 59.8 470 NH 2 '035 445 .017 470' X1 128593 5 1 470 324 324 324 GR 59.8 1 42.0 77 38.3 229 44.6 445 60.4 470 NC .3 .5 X1 128628 5 1 475 35 35 35 GR 59.9 1 41.9 78 38.4 232 43.6 372 60.6 475 1 ISNOV99 15:40:05 PAGE 2 . . X1 128719 5 1 475: 91 91 91 -- GR 60.1 1 41.8 80 38.5 240 43.8 370 60.9 475 Xl 129209 5 1 480 490 490 490 GR 62.3 1 43.9 95 423 230 44.6 380 61.2 480 X1 129239 5 1 480 30 30 30 GR 62.4 1 44.0 99 43.1 234 44.7 381 61.3 480 NC .3 .5 NH 2 ..035 -466 017 470 X1 129274 5 1 470 35 35 35 GR 62.5 1 44.1 105 43.2 237 47.2 466 62.1 470 NH 2 .035 442 .017 470 X1 129709 5 1 480 435 435 435 GR 63.2 1 44.6 168 45.1 282 45.9 442 63.4 470 NH 2 .035 455 .017 478 X1 130207 6 1 478 498 498 498 GR 65.1 1 49.1 90 46.4 263 47.2 385 51.3 455 GR 66.0 478 NH 2 .035 453 .017 483 X1 130249 5 1 483 42 42 42 GR 65.3 1 49.5 90 46.6 263 47.4 453 67.4 483 NH 2 .035 453 .017 483 X1 130300 5 1 483 51 51 51 GR 65.2 1 50.5 92 46.8 263 47..4 453 67.4 483 NH 2 .035 470 .017 500 X1 130400 5 1 500 100 100 100 GR 65.1. 1 50.0 96 47.0 280 48.0 470 68.0 500 i NH 2 .035 500 .017 530 X1 130569 6 1 530 169 169 169 .GR 65:0 1 55.0 100 50.0 165 47.5 310 50.0 500 GR 70.0 530 1 j i 15NOV99 15:40:05 PAGE 3 NH 2 .035 470 .017 500 X1 130634 6 1 500 65 65 65 X3 0 47.8 GR 65.0 1 55.0 .100 50.0 160 47.8 280 50.0 470 GR 70.0 500 NC .1 .3 Xi 130699 6 1 500 65 65 65 X3 10 67.0 67.0 GR 65.7 1 65.7 60 48.2 135 47.7 250 49.0 360 GR 66.9 500 X1 130710 12 1 500 11 11 11 0 0 1 GR 68.0 1 65.0 20 60.0 85 55.0 115 50.0 175 GR 484 232 46.2 232 .46.2 250 46.2 266 48.3 400 GR 65.3 460 67.0 500 X1 130717 11 1 800 7 7 7 0 0 1 GR 67.5 1 -62.9 125 57.0 215 54.3 260 53.5 310 GP, 53.5 560 54.7 610 60.9 680 62.9 710 65.4 760 GR 67.5 800 Xl 130786 'o 0 0 69 69 69 0 0. 1 X1 130797 12 1 500 11 11 11 0 0 1 GR 68.0 1 65.0 20 48.5 78 48.5 115 48.5 175 GR 48.5 232 48.5 232 48.5 250 48.5 266 48.5 400 GR 65.3. 460 .67.0 500 X1 130800 13 1 570 3 3 - 3 GR 67.2 1 67.0 10 48.5 78 48.5 100 48.5 130 GR 48.5 160 48.5 240 48.5 320 48.5 413 67.5. 460 GR 68.0 478 69.0 520 71.0 570 X1 130920 13 1 570 120 120 120 0 GR 67.2 1 68.0 10 48.8 78 48.8 100 48.8 130 GR 48.8 160 48.8 240 48.8 320 48.8 436 67.5 460 GR 68.0 478 69.0 520 71.0 570 X1 131062 13 1 570 224 224 224 -GR 67.2 1 67.0 10 49.2 78 49.2 100 49.2 130 GR 49.2 160 49.2 240 49.2 320 49.2 436 67.5 460 GR 68.0 478 69.0 520 71.0 570 i i 15NOV99 15:40:05 PAGE 4 -X1 131362 10 1 575 300 300 300 GR 73.0 1 74.0 30 73.0 45 49.9 100 49.9 170 GR i 49.9 340 49.9 436 68.0 460 70.0 510 72.0 575 X1 131872 10 1 555 510 510 510 GR 90.0 1 51.3 110 51.3 180 51.3 250 51.3 315 GR 51.3 330 51.3 370 51.3 436 69.4 460 75.0 555 X1 132137 10 1 505 265 265 265 GR 81.5 1 53.0 78 52.0, 117 52.0 220 52.1 273 GR 52.1 350 52.1 378 52.05 436 70.05 460 73.0 505. X1 132397 12 1 556 260 260 260 X3 0 51.0 GR 85.0 1 53.0 78 52.7 236 52.7 258 52.7 288 GR 52.7 335 52.7 358 52.7 383 .52.7 436 70.75 460 GR 70.0 513 75.0 556 X1 132584 13 1 560 187 187 187 GR 80.0 1 78.0. 18 77.0 40 53.2 78 53.2 120 GR 53.2 160 53.2 253 53.2 355 53.2 387 53.2 410 GR -.53.22 436 71.22 460. 75.0 560 Xl 133106 12 1 565 522 522 522 GR 75.0 1 70.0 45 54.6 78 54.6 257. 54.6 320 GR 54.6 367 54.6 385 54.6 395 54.61 436 72.61 460 GR 75.0 525 80.0 565 X1 133567 13 1 500 401 401 401 GR 75.0 1 55.6 78 55.6 218 55.6 270 55.6 290 GR 55.6 320 55.6 345- 55.6 360 55.6 390 55.67 436 GP, 73.67. 460 75.0 485 81.0 500 Xl 133750 13 1 525 243 243 243 GR 80.0 1 56.4 78 56.4 110 56.4 135 56.4 205 GR 56.4 233 56.4 290 56.4 325 56.4 375 56.47 436 GR 74.47 460 75.0 510 80.0 525 Xi 133984 10 20 500 74 74 74 GR 75.0 20 70.0 4.0 58.0 100 56.5 250 57.0 310 GR 58.0 380 60.0 395 65.0 430 75.0 470 80.0 500 1 15NDV99 15:40:05 PAGE 5 X1 134021 0 0 0 37 37 37 0 0 1 X1 134185 5 1 470 275 275 275 X3 0 52.4 GR 78.7 1 '59.3 55 52.4 192 53.4 325 82..0 470 -X1 134635 5 1 520 450 450 450 GR 113.9 1 51.5 150 44.4 285 52.3 365 86.7 520 X1 134905 6 1 445 270 270 270 GR 117.2 1 60.3 132 46.3 255 52.6 410 63.2 415 GR 77.9 445 1 - 15NOV99 15:40:05 PAGE 6 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH' XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IOC ICONT CORAR TOPWID ENDST *PROF 1 CCHV= .100 CEHV= .300 1490 NH CARD USED *SECNO 127997.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 3280 CROSS SECTION 127997.00 EXTENDED 4.12 FEET 3495 OVERBANK AREA ASSUMED NON- EFFECTIVE, .ELLEA= 59.00 ELREA= 59.00 127997:000 17.22 56.32 .00 56.00 58.86 2.54 .00 .00 52.20 83000.0 .0 83000.0 .0 .0 6490.4 .0 .0 .0 59.00 .00 .00 12.79 .00 .000 .034 .000 .000 39.10 1.00 .002608 0. 0. 0. 0 0 3 .00 465.10 466.10 '• 1490 NH CARD USED *SECNO 128269.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 128269.000 19.17 57.17 .00 .00 59.53 2.36 .66 .02 59.10 83000.0 .0 83000:0 .0 .0 6730.9 .0 41.0 2.9 59.80 .01 .00 12.33 .00 .000 .034 000 .000 38.00 9.03 .002263 270. 270. 270. 3 0 0 .00 456.77 465.81 1490 NH CARD USED *SECNO 128593.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 128593.000 19.75 58.05 .00 .00 60.23 2.18 .69 .02 59.80 83000.0 .0 83000.0 .0 .0 7003.3 .0 92.1 5.3 60.40 .01 .00. 11.85 .00 .000 .034 .000 .000 38.30 8.44 .001938 324. 324. 324. 2 0 0 .00 457.86 466.29 CCHV= .300 CEHV= .500 - *SECNO 128628.000 128628.000 19.46 57.86 .00 .00 60.60 2.74 .08 .28 59.90 83000.0 .0 83000.0 .0 .0 6247.4 .0 97.4 6.6 60.60 .01 .00 13.29 . .00 .000 .035 .000 .000 38.40 9.74 .002950 35. 35. 35. 2 0 0 .00 448.65 458.38 1 15NOV99 15:40:05 PAGE 7 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV Q QLOB QCH QR06 ALOB ACH AROB VOL TWA R- BANK.ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SETA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 128719.000 128719.000 19.71 58,21 .00 .00 60.88 2.67 .26 .02 60.10 :83000.0 .0 83000.0 .0 .0 6324.6 .0 110.5 7.6 60.90 .02 .00 13.12 .00 .000 .035 .000 .000 38.50 9.17 .002837 . 91. 91. 91. 3 0 0 .00 449.29 458.46 *SECNO 129209.000 129209.000 " "16.67 59.57 .00 .00 62.69 3.12 1.59 .22 62.30 83000.0 .0 83000.0 .0 0" 5858.0 .0 179.0 12.6 61.20 .03 .00 14.17 .00 .000 •.035 .000 .000 42.90 14.95 .003723 490. 490. 490. 4 0 0 .00 455.23 470.18 *SECNO 129239.000 129239.00D 16.56 59.66 .00 .00 62.83 3.17 .11 .03 62.40 83000.0., .0 83000.0 .0 .0 5807.1 .0 183.0 13.0 61.30 .03 .00 14.29 .00 .000 .035 .000 .000 43.10 15.65 .003824 30. 30. 30. 2 0 0 .00 454.50 470.16 CCHV= .300 CEHV= .500 1490 NH CARD USED *SECNO 129274.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 129274.000 •17.49 60:69 .00 .00 63.15 2.46 .11 .21 62.50 83000.0 .0 83000:D .0 .0 6599.5 0. 188.0 13.3 62.10 .03 .00 12.58 .00 .000 .035 .000 .000 *43.20 11.22 .002524 35. 35. 35. 3 0 0 .00 458.40 469.62 1490 NH CARD USED *SECNO 129709.000 1530 MANNINGS N.VALUES FOR CHANNEL COMPOSITED 129709.000 .17.08 61.68 .00 .00 64.63 2.96 1.23 .25 ..63.20 83000.0 .0 '83000.0 .0 .0 6016.1 .0 251.0 17.9 63..40 .04. .00 13.80 .00 .000 .034 .000 .000 44.60 14.65 .003213 435. 435. 435. 2 0 0 .00 452.60 467.25 1490 NH CARD USED *SECNO 130207.000 1 15NOV99 15:40:05 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV Q QLOB QCH QR06 ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VR08 XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 130207.000 17.30 63.70 .00 .00 .. 66.19 2.50 1.42 .14 65.10 83000.0 .0 83000.0 .0 .0 6544.1 .0 322.8 23.1 66.00, .05 .00 12.68 .00 .000 .634 .000 .000 46.40 8.81 .002554 498. 498. 498. 2 0 0 .00 465.59 474.40 1490 NH CARD USED *SECNO 130249.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 13'0249.000' 17.44 64.64 .00 .00 66.35 2.31 .10 .06 65.30 . 83000.0 .0 83000.0 .0 .0 6808.7 .0 329.3 23.6 67.40 .05 .00 12.19 .00 x.000 .034 .000 .000 46.60 8.08 .002244 42. 42. 42. 2 0 0 .00 469:89 477.97 1490 NH CARD USED I *SECNO 130300.000 153.0 MANNINGS N VALUES FOR CHANNEL COMPOSITED 130300.000 17.31 64.11 .00 .00 66.52 2.41 .12 .05 65.20 83000.0 .0 83000.0 .0 .0 6658.0 .0 337.1 24.1 67.40 :05 .00 12.47 .00 .000 .034 .000 .000 46.80 7.75 .002419 .51.. 51. 51. 2 0 0 .00 470.31 478.06 1490 NH CARD USED *SECNO'130400.000 PAGE 8 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 130400.000 17.76 64.76 .00 .00 66.84 2:08 .22 .10 65.10 83000.0 .0 83000.0 .0 .0 7170.6 .0 353.0 25.2 68.00 .05 .00 11..58 .00 .000 .034 .000 .000 47.00 3.10 .002010 IOD. 100. 100. 2. 0 0 .00 492.05 495.15 1490 NH CARD USED *SECNO 130569.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 3280 CROSS SECTION 130569.00 EXTENDED .07 FEET 130569.000 17.57 65.07 .00 .00 67.28 2.21 .37 .07 65.00 83000.0 .0 83000.0 .0 .0 6955.7 .0 380.4 27.2 70.00 06 .00 11.93 .00 .700 034 .000 .000 47.50 1.00 '.002417 169. 169. 169. 2 0 0 .00 521.60 522.60 1 15NOV99 15:40:05 SECNO DEPTH CWSEL CRIWS WSELK EG HV . HL OLOSS L -BANK ELEV Q QLOB `QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 1490 NH CARD USED *SECNO 130634.000 1530 MANNINGS N VALUES FOR CHANNEL COMPOSITED 3280 CROSS SECTION 130634.00 EXTENDED .05 FEET 130634.000 17.25 65.05 .00 .00 67.64 2.59 .17 .19 65.00 83000.0 .0 83000.0 .0 .0 6430.9 .0 390.4 28.0 70..00 .06. .00 12.91 .00 .000 .034 .000 .000 47.80 1.00 .002895 65. 65. 65. 2 0 0 .00 491.58 492.58 CCHV= .100 CEHV= .300 *SECNO 130699.000 3495 OVERBANK AREA ASSUMED NON- EFFECTIVE, ELLEA= 67:00 ELREA= 67.00 130699.DOO 16.49 64.19 00 .00 68.37 4.18 .25 .48 65.70 _ 83000.0 .0. 83000.0 .0 .0 5058.9 .0 399.0 28.6 66.90 .06 .00 16.41 .00 .000 .035 .000, .000 47.70 66.48 .005324 65. 65. 65. 3 0 0 .00 412.29 478.78 *SECNO 130710.000 130710.000 18.84 65.04 .00 .00 68.49 3.46 .05 .07 68.00 83000.0 .0 83000.0 .0 .0 5564.1 .0 400.3 28.7 67.00 .06 .00 14.92 '.00 .000 .035 .000 .000 46.20 19.77 .004249 11. 11. 11. 3 0 0 .00 439.30 459.07 *SECNO 130717.000 130717.000 11.96 65.46 .00 .00 68.56 3.10 .04 D4 67.50 83000.0 .0 83000.0 .0 .0 5869.6 .0 401.2 28.8 67.50 .06 .00 14.14 .00 .000 .035 .000 .000 53.50 56.02 .006584 7. 7. 7. 6 0 0 .00 705.11 761.13 *SECNO 130786.000 130786.000 13.17 66.67 .00 .00 69.01 2.35 .37 .08 67.50 83000.0 - .0 83000.0 .0 .0 6753.9 .0 411.2 30.0 67:50 .06 .00 12.29 DO x.000 .035 .000 .000 53.50 23.49 .004562 69. 69. 69. 4 0 0 .00 760.62 784.11 1 r 15NOV99 15:40:05 SECNO DEPTH CWSEL. CRIWS WSELK EC HV H! OLOSS L -BANK ELEV Q GLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB UCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR :TRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 130797.000 PAGE 9 PAGE 10. 3280 CROSS SECTION .130797.00 EXTENDED .02 FEET 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.48 130197.000 18.52 67:02 .00 .00 69..07 2.06 .03 .03 68.00 83000.0 .0 83000.0 .0 .0 7213.2 .0 413.0 30.1- 67.00 .06 .00 11.51 .00 .000 .035 _ .000 .000 48.50 7.22 ..002078 11. 11. 11. 4 0 0 .00 492.78 500.00 *SECNO 130800.000 130800.000 18.57 67.07 .00 .00 69.08 2.02 .01 :00 67.20 83000.0 .0 83000.0 .0 .0 7279.2 .0 413.5 30.2 71.00 .06 .00 11.40 00 .000 .035 .000 .000 48.50 7.06 .001804 3. 3. 3. 2 0 0 .00 451.86 458:92 *SECNO 130920.00D 3265 DIVIDED -FLOW 3280 CROSS SECTION 130920.00 EXTENDED .20 FEET 130920.000 18.60 67.40 .00 .00 69.30 1.91 .21 .01 67.20 83000.0 .0 83000.0 .0 ..0 7492.0 .0 433.8 31.4 71.00 .06 .00 11.08 .00 .000 .035 .000 .000 48.80 1.00 .001645 120. 120. 120. 2 0 0 .00 449.94 459.87 *SECNO 131062.000 3280 CROSS SECTION 131062.00 EXTENDED .60 FEET 131062.000 18.60 67.80 .00 .00 69.68 1.88 .37. .00 67.20 83000.0 .0 83000.0 .0 .0 7551.4 .0 472.5 33.8 71.00 .07 .00 10.99 .00 .000 .035 .000 .000 49.20 1.00 .001694 224. 224. 224.. 0 0 0 .00 469.66 470.66 *SECNO 131362.000 131362.000 18.11 68.01 .00 .00 70.39 2.39 .56 .15 73.00 83000.0 .0 83000..0 .0 .0 6691.8 .0 521.6 36.8 72.00 .08 .00 12.40 .00 .000 .035 .000 .000 49.90 56.89 .002081 300. 300. 300. 2 0 0 .00 403.30 460.18 1 15NOV99 15:40 :05 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SECNO 131872.000 131872.000 17.69 68.99 .00 .00 71.59 2.60 1:13 .06 90.00 83000.0 .0 83000.0 .0 .0 6414.4 .0 598.3 41.5 75.00 . i .09 .00 12.94 .00 :000' .035 .000 .000 51.30 60.18 .002360 510. 510.. 510. 2 0 0 .00 399.27 459.45 *SECNO 132137.000 132137.000 17.96 69.96 .00 .00 72.19 2.23 .57 .04 87.50 83000.0 .0 83000.0 .0 .0 6929.6 .0 638.9 44.0 73.00 .09 OD 11.98 .00 .000 .035 .000 .000 52.00 40.14 .001951 265. 265. 265. 2 0 0 .00 419.75 459.89 *SECNO 132397.000 3265 DIVIDED FLOW 132397.000 17.81 70:51 .00 .00 72.73 2.22 .54 .00 85.00 83000.0 .0 83000.0 .0 .0 5944.0 .0 680.3 46.6 75.00 10 .00 11.95 ' .00 .000 .035 "000 .000 52.70 35.86 .002711 260. 260. 260. 2 0 0 .00 464.54 517.42 *SECNO 1325&1.000 132584.000 17.63 70.83 .00 .00 73.17 2.34. .40 .04 80.00 PAGE 11 83000.0 .0 83000.0 .0 .0 .10 .00 12.27 .00 :000 :002055 187. 187. 187. 2 *SECNO 133106.000 133106.000 17.33 71.93 :00. .00 83000:0 .0 . 83000.0 .0 .0 ii .00 12.33 .00 .000 .002219 522.. 522. 522. 2 *SECNO 133507.000 133507.000 17.39 72.99 .00 .00 83000.0 .0 B3000.0 .0 .0 .12 .00 11.82 .00 G00 .002033 401. 401. 401. 2 1 ' 15NOV99 15:40:05 SECNO DEPTH CWSEL CRIWS WSELK Q QLOB QCH QROB ALOB TIME VLOB VCH VROB XNL SLOPE XLOBL XLCH XLOBR ITRIAL *SECNO 133750:000 133750:0DO 1.6.98 73.38 .00 .00 83000.0 .0 83000.0 .0 .0 .13 .00 12.32 .00 .000 .002243 243. 243: 243. 2 *SECNO 133984:000 133984,000 16.39 72.89 .00 .00 83000.0 .0 83000.0 .0 .0 .13 .00 14.71 .00 .000 .003956 74. 74. 74. 2 *SECNO 134021.000 134021.000 16.69 73.19 .00 .00 83000.0 .0 '83000.0 .0 .0 .13 .00 14.39 .00 .000 .003697 37. 37. 37. 2 *SECNO 134185.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTP 134185.000 22.69 75.09 .00 .00 83000.0 .0 83000.0 .0 .0 .14 .00 11.64 .00 .000 .001774 275. 275. 275. 4 *SECNO 134635.000 134635.000 31.79 76.19 .00 .00 83000.0 .0 83000.0 .0 .0 .15 .00, 10.31 .00 .000 .001040 . 450. 450. 450. 3 *SECNO 134905.000 134905.000 30.04 76.34 .00 00 83000.0 .0 83000.0 .0 .0 .15 .00 10.97 .00 .000 .001154 270. 270. 270. 3 6765.9 .0 .035 .000 0 0 74.29 2.36 6734.0 .0 :035 .000 0 0 75.16 2.17 7023.7 .0 .035 .000 0 0 EG HV ACH ARDB XNCH XNR IDC ICONT 75.73 ' 2.36 6736.3 .0 .035 .000 0 0. 76.25 3.36 5640.7 .0 .035 .000 0 0 76.41 3.21 5769.3 .0 .035 .000 0 0 BLE RANGE, KRATIO 77.20 2.11 7127.9 .0 .035.. .000 0 0 77.84 1.65 8051.1 .0 .035 .000 0 0 78.21 1.87 7565.1 .0 .035 .000 0 0 709.7 .000 :00 1.11 J90.6 .000 .00 .85 853.9 .000 .00 HL VOL WTN CORAR .52 892.3 .000 .00 .22 902.8 .000 .00 .14 907.7 .000' .00 1.44 .68 948.4 .000 .00 .60 1026.8 .000 .00 .30 1075.2 .000 .00 48.5 53.20 409.63 53.5 '54.60 430.98 .02 57.6 55.50 450.11 OLOSS TWA ELMIN TOPWID .06 60.1 56.40 435.93 .30 60.8 56.50 433.16 .01 61.2 56.50 435.53 .11 63.9 52.40 423.94 .05 68.0 44.40 381.56 .07 70.3 46.30 346.73 75.00 49.85 459.48 75.00 80.00' 28.10 459.08 75.00 81.00 8.98 459.09 L -BANK ELEV R -BANK ELEV SSTA ENDST 80.00 80.00 22.61 458.54 75.00 80.00 28.42 461.58 75.00 80.00 27.23 462.77 78.70 82.00 11.04 434.98 113.90 86.70 91.06 472.62 117.20 77.90 95.08 441.81 1 CROSS SECTION 130710.00 STREAM OSED CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) -B= BOTTOM BRIDGE,T =TOP BRIDGE,X= GROUND,W =WATER SUR E= ENERGY GRADIENT,C= CRITICAL WSEL PAGE 12 ELEV 46.2 48.2 50.2 52.2 54.2 56.2 58.2 60.2 62.2 64.2 66.2 STA -FEET 2 0. BANKS 10. X E 3 '20. X E 30. X W E 40. X W E 50. X W E 60. X. W E 70. X W E 4 80. X. W E 90. X W E 100. X W E 5 110. X W E 120. X W E 130. X W E 140. .X W E 150. X W E 160. X W E 6 170. X. W E 180. X W E 190, X W E 200. X W E 210. X W E 220. X W E 8 230. XXXXXXXXXXXX W E 240. X W E e 9 250. X W E 260. X _W E 10270.X W E 280. .X W E 290. X W E 300. X W E 310. X W E 320. X W E 330. X W E 340. X W. E 350. X W E 360. X W E 370. X W E 380. X. W E 390. X. W. E 11 400. X W E 410. X W E 426... X* E 430. X W E 440. X W E 450. X W E 12'460. X E 470. X E 480, X E 490. X' E 13. 500. X BANKS NRD= 0 ELLC= 9999999.00 ELTRD= 9999999.00 EL(I),STA(I) 68.00 1.00 65.00 20.00 60.00 85.00 55.00 115.00 50.00 175.00 48.40 232.00 46.20 232.00 46.20 250.00 46.20 266.00 48.30 400•:00 1 65.30 460.00 67.00 500.40 CROSS SECTION 130717.00 STREAM OSED CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) -B= BOTTOM BRIDGE,T =TOP BRIDGE,X= GROUND,W= 4IATER SURE= ENERGY GRADIENT,C= CRITICAL WSEL ELEV 53.5 55.5 57.5 59.5 61.5 63.5 65.5 67.5 69.5 71.5 73.5 i' STA -FEET 2 0. X E BANK. 20. X E r 40. X E 60. XW E 80. X W E 100. X W E 3 120. X W E 140. X W E 160. X W E 180. X W E. 200. X W E. 4 220. X W E 240. X W E . 5 260. X W E 280. X W E 6 300. X W E 320. )F W E 340. X W E 360. X W E 380. X W E 400. X W E 420. X W E 440. X W E 460. X W E 480. X W E 500. X W E 520. X W E 540. X W E 7 560. X W E 580. X N E 8 600. X W E 620. X w E 640. X W E 660. X W E 9 680. X W E 10 700. X W E 720. X W E 740. X W E '11 760. X E 780. X E 12 800. X E BANK. NRD= O ELLC= 9999999.00 ELTRD 9999999.00 EL(I),STA(I) 67.50 1.00 62.90 125,00 57.00 215.00 54.30 260.00 53.50 310.00 53.50 560.00 54.70 610.00 60.90 680.00 62.90 710.00 65.40 760.00 67.50 800.00 1 CROSS SECTION 130786.00 STREAM OSED CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) -B= BOTTOM BRIDGE,T =TDP BRIDGE, X=GROUND, W=WATER SUR E= ENERGY GRADIENT,C=CRITICAL.WSEL ELEV 53.5 55.5 57.5 59.5 61.5 63.5 65.5 67.5 69.5 71.5 71.5 STA -FEET 2 0. X E BANK, 20. X E . 40. X W E . 60. X. W E 80. X W E . 100. X W E . 3 120. X W. E . 140. X W E . 160. X W E . 180. X W E . 200. X W E . 4 220. X W E . i 240. X W E . 5 250. X W E . 280. X W E . 6 300. X W E . 320. X W E . 340. X W E . 360. X W E . 380. X W E 400. X W E . 420. Y. W E . 440. X, W E . 460. X W E . 480. X W E . 500. X 41 520. X W E . 540. X W E . 7 560. X W E . 580. X W E . 8 600. X " w E . 620. x w E . 640. X W E . 660.: x W E. 9 680. - X W E . . 10 700. X W E . 720. X W E . 740. X W E 11 760. X W E . 780. XW E . 12 800. X E . NRO= 0 ELLC= 9999999.00 ELTRD =, 9999999.00 t . EL(I),STA(I) 67.50 1.00 62.90 125.00 57.00 215.00 54.30 26O.Q0' S3.5D 53.50 560.00 54.70 610.00 60.90 680.00 62.90 710.00 65.40 1 67.50 800.00 CROSS SECTION 130797.00 STREAM OSED CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) - B-- EOTTOM BRIDGE,T =TOP BRIDGE, X=GROUND, W=WATER SUR E= ENERGY GRADIENT, C= CRITICAL 41SEL ELEV 48.5 50.5 52.5 54.5 56.5 58.5 60.5 62.5 64.5 66.5 68.5 STA -FEET 2 0. X E 10. x W E 3 20. X W E 30. X w E 40. X W E 50. X. W E 60: X W E 70. X w E 4 80. X W E 90. X W E 100. X W E 5 110. X W E 120. X W E 130. X W E 140. X W I 150. X w I 160. X . W I 6 170. X w I 180. X W 1 .190. X W 200. X w 210. X W 220. K w 7 230. X W 240. X w 8 250. X N 260. X w 9 270. X w 280. X W 290. X w 300. X w 310. X w 320. X w i 330. - X W 340. X w 350. X W 360. X w 370. X W 380.. X 390. X W 10400.X. w II 410. X W 420. X w 430. X w 440. X W 450. X W 11 460. X w 470. X W BANK. 310.00 760.00 BANK. 480. X W E 490. X W E 12 500. - X E BANK. NRD= 0 ELLC= 9999999.00 ELTRD= 9999999.00 EL(I);STA(I) 68.00 1.00 65.00 20.00 48.50 78.00 48.50 115.00. 48.50 175.00 48.50 232.00 48.50 250.00 48.50 266.00 48.50' 400.00 65.30 460.00 67.00 500.00 1 CROSS SECTION 134021.00 STREAM OSED CONDITIONS DISCHARGE= 83000. PLOTTED POINTS (BY PRIORITY) -B= BOTTOM BRIDGE,T =TOP BRIDGE,X= GROUND,W =WATER SUR E= ENERGY GRADIENT,C =CRITICAL WSEL ELEV 56.5 61.5 66.5 71.5 76.5 81.5 86.5 91.5 96.5 101.5 106.5 STA -FEET 2 20. X E 'BANK. 30. XW E 3 40. X W E 50. X W E 60. X. W E 70. X W E 80. X W E 90. X W E 4 100. X W E 110. k W E 120. X W E . 130. X W E 140. X W E 150. . "X W E 160. X W E 170. X W E 180. .X W E 190. .X W E 200. .X W E 210. .X W E 220. .X W E 230. X W E 240. X W E .5 250. X W E 260. X W E 270. X W E 280. .X W E 290. .X W E 300. .X W E 6 310. .X W E 320. .X W E 330. X W E 340. X W E 350. X W E 360. .'X W E 370: X W E 7 380, X W E 8 390. X W E 400. X W E 410. X W E 420. X W E 9 430. X W E 440. x W E 450. X W E 460. XW E 10 470. X E 486. X 490. X 11 500. X BANK. NRD= 0 ELLC= 9999999.00 ELTRD= 9999999.00 EL(I),STA(I) 75.00 20.00 70.00 40.00 58.00 100.00 56.50 250.00 57.00 310.00 58.00 380.00 60.00 395.00 65.00 430.00 75.00. 470.00 80.00 500.00 1 15NOV99 15:40:05 PAGE 13 133106.000 522.00 .00 .00 54.60 83000.00 71.93 .00 14..29 •22.19 12.33 6733.96 17618.06 133507.000 401.00 :00 .00 55.60 83000.00 72.99 .00 75.16 20.33 11.82 7023.74 18407.80 133750.000 243.00 .00 .00 56.40 83000.00 73.38 .00 75.73 22.43 12.32 6736.34 17526.77 133984.000 74.00 .00 .00 56.50 83000.00 72.89 .00 76.25 39.56 14.71 5640.72 13195.66 134021.000 37.00 .00 .00 56.50 83000.00 73.19 .00 76.41 36.97 14.39 5769.31 13649.92 * 134185.000 275.00 .00 .00 52.40 83000.00 75.09 .00 77.20 17,'.74 11.64 7127.90 19707.48 134635.006 450.00 .00 .00 44.40 83000.00 76.19 .00 77.84 10.40 10.31 8051.05 25738.58 134905.000 270.00 .00 .00 46.30 83000.00 76.34 ..00 . 78.21 11.54 10.97 7565.11 24427.78 1 15NOV99 15:40:05 PAGE 15 OSED CONDITIONS SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP DIF4ISX DIFKWS TOPWID XLCH 127997.000 83000..00 56.32 .00 .00 .32 465.10 .00 128269.000 83000.00 57.17 .00 .85 .00 456.17 270.00 128593.000 83000.00 58.05 .00 .88 .00 457.86 324.00 128628.000 83000.00 57.86 .00 =.20 .00 448.65 35.00 128719.000 83000.00 58.21 .00 .35 .00 449.29 91.00 129209.000 83000.00 59.57 .00 1.36 .00 455.23 490.00 129239.000 83000.00 59.66 .00 .09 .00 454.50 30.00 129274.000 83000.00 60.69 .00 1.04 .00 458.40 35.00 . 129709.000 83000.00 61.65 .00 .98 .00 452.60 435.00 130207.000 83000.00 63.70 .00 2.02 .00 465.59 498,00 130249.000 83000.00 64.04 00 .35 .00 469.89 42.00 130300.000 83000.00 '64.11 00 .07 .00 470.31 51.00 130400.000 83000.00 64.76 .00 .65 .00 492.05 100.00 130569'.000 83000.00 65.07 .00 .31 .00 521.60 169.00 130634.000 83000.00 .65.05 .00 -.02 .00 491.58 65.00 130699.000 83000.00 64.19 .00 -:87 .00 412.29 65.00 130710.000 83000.00 65.04 .00 .85 .06 439.30 11.00 130717.000 83000.00 65.46 .00 .42 .00 705.11 7.00 130786.000 83000.00 66.67 .00 1.21 .00 760.62, 69.00 * 130797.000 83000.0.0 67.02 .00 .35 .00 492.78 11.00 130800.000 83000.00 67.07 .00 .05 .00 451.86 3.00 130920.000 83000.00. 67.40 .00 .33 .00 449.94 120.00 131062.000 83000.00 67.80 .00 .41 .00 469.66 224.00 131362.000 83000.00 58.01 .00 .20 .00 403.30 300.00 I 15NOV99 15:40:05 PAGE 16 SECNO Q CWSEL DIFWSP DIFWSX DIFKSS TOPWID XLCH 131872.000 83000.00 68.99 .00 .98 .00 399.27 5i0.00 1321311-000 83000.00 69.96 .00 .98 .00 419.75 265.00 ' 132397:ODD 83000.00 70.51 .00' .55 ..00 464.54 260.00 132584.000 83000.00 70`.83 .00 .32 .00 409,63 187,00 133106..000 83000.00 71.93 .00 1.10 .00 430.98 522.00 133507.000 .83000..00 72.99 DO - 1:06. .00 450.11 401.00 133750.000 83000.00 73.38 .00 .39 .00 435.93 243.00 133984.000 83000.00 _72.89 .00 -.49 DO 433.15. 74.00. 134021.000 83000.00 73.19 OD .30 .00 435.53 37.00 *'134185.000 83000.00 75.09 .00 1.90 .00 423.94 275.00 134635.000 83000.00 76.19 .00 1.10 .00 381:56 .450.00 134905.000 83000.00 76.34 .00 .14 .00 34633 270.00 1 15NOV99 15:40:05 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNN 130797.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECND= 134185.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 17 EXHIBIT CROSS - SECTION LOCATIONS C: \drainage \whitewater. do c tR L rol SOMEW t M F—low M4 � INLET AVERAGE DISCHARGE (cfs) - -------- ------------------ SOMEW t M F—low M4 � DISCHARGE AVERAGE VELOCr1Y ------------------ TEWATER CHANNEL CVWD WHI EXISTING 36' STORM DRAIN EX CB-2 63.99 FL Qioo= 10.75 CFS HGLloo= 62.42 INV= 54.01 EX CB-4 63.99 FL Q100= 16.30 CFS —(5.55 CFS FROM AREA B-9) HGbw= 63.27 INV= 54,41 EXISTING 24!' STORM DRAIN Qiw= 4.17 CFS HGLioo= 65.77 INV= 59.34 HGboo= 66,36 INV OUT= 60-92 INV IN (W)= 61,42 INV IN (S)= 60-92 CB-6 0100= I /.J -I uv) HGLioo= 66.41 .INV= 61.00 it, J-1 X' z. -j- X t7 U V 31 The Keith Companies 73733 Fred Waring Dr., Suite 100, Palm Desert, CA 92260 (760) 346-9844 DIRECTION OF FLOW VIP HIGH POINT 105.4 FS ELEVATION @ NODE Q100 =2.2 CFS FLOW FOR 100 YEAR STORM TC=5,70 MIN TIME OF CONCENTRATION NODE NUMBER L=300' LENGTH OF FLOW PATH CFS CUBIC FEET PER SECOND AT TOTAL TRIBUTARY ACREAGE AT NODE TEWATER CHANNEL CVWD WHI EXISTING 36' STORM DRAIN EX CB-2 63.99 FL Qioo= 10.75 CFS HGLloo= 62.42 INV= 54.01 EX CB-4 63.99 FL Q100= 16.30 CFS —(5.55 CFS FROM AREA B-9) HGbw= 63.27 INV= 54,41 EXISTING 24!' STORM DRAIN Qiw= 4.17 CFS HGLioo= 65.77 INV= 59.34 HGboo= 66,36 INV OUT= 60-92 INV IN (W)= 61,42 INV IN (S)= 60-92 CB-6 0100= I /.J -I uv) HGLioo= 66.41 .INV= 61.00 it, J-1 X' z. -j- X t7 U V 31 The Keith Companies 73733 Fred Waring Dr., Suite 100, Palm Desert, CA 92260 (760) 346-9844 OUTLg_JL_ Qiuo= 38.43 CFS\ INV= 59.86 HGLjoo= 62.04 (SEE. APPENDIX Q EXISTING STORM DRAIN 'A3 EX DRYWELL 1 4.13 AC 66.59 R Qioo= 15.91 CFS HGboo= 64.58 INV IN= 58.00 INV OUT= 61.89 EXISTING 30" STORM DRAIN—/ TEWATER CHANNEL CVWD WHI EXISTING 36' STORM DRAIN EX CB-2 63.99 FL Qioo= 10.75 CFS HGLloo= 62.42 INV= 54.01 EX CB-4 63.99 FL Q100= 16.30 CFS —(5.55 CFS FROM AREA B-9) HGbw= 63.27 INV= 54,41 EXISTING 24!' STORM DRAIN Qiw= 4.17 CFS HGLioo= 65.77 INV= 59.34 HGboo= 66,36 INV OUT= 60-92 INV IN (W)= 61,42 INV IN (S)= 60-92 CB-6 0100= I /.J -I uv) HGLioo= 66.41 .INV= 61.00 it, J-1 X' z. -j- X t7 U V 31 The Keith Companies 73733 Fred Waring Dr., Suite 100, Palm Desert, CA 92260 (760) 346-9844 do PT `F M129040 9897ttxS 129 6`4! JWIZ4.714 I 7WOP W DRAW .1 ___5 1) Cl $1A AtX 0 HAN L 'tm RiftR DRAIN AV /M NOE&: Y' 6F." rc m A Cn IA QUINTA CORPORATE CENIVE LA OEM CORPORATE C&JIM:: NOT A TlAree-l- SIX Kn f-We kl*3 W-u-u mvlljzw "M 7NE V)PiRwlm of: br ass DAUM CF no AS Mou By nw HAM01. ccaDCM um FM ME mkomrw FOW R" POT "lly-2 wj—lx2 murl CVWD WHITEWATF , aA DRAIP CIIA' EXHIBIT [AEC-2 I C)r_ATlAKlQ ol 25854,:� 0 NO. BEARING DELTA RADIUS LENGTH TANGENT N163913 "E --- 42.492' --- C -N71'20'4-rW 1009.08, 0 N71'20'4rW E NX20WN 1291 +00 12954W 1294+W 1293 +00 1292 4w 25.06' 1291+00 1290-f-W IM +W 45,89' --- H '4rW E.. —ow I J NON55WW N03911YE 45.89' 25.07' --- K N6339'1 2&06' 7�1 N0391Y E'— N 71*20'Cl' W D=X50'41" 50.70' —2TI 6' N N0V-3F&-W- .. qO4� CENTERLINE 0 0 D=7V5O'41' 35.00' 5*00' 4 43.28' 3 24.89' P Nono,odw --- 2 3,61, L 3 6- 0 ll�Tl D='/0*50'4'1'_ 5.00' f 6,18, 8 3,56' R 2-0'4-� 652.27' - -- S NW26'1 YW 42.20' T T I N71'20'4-/'W --- 637.97' U U t N71'204-rW 635.49' (V> NO0°30'06'W --- 22M' _�W N71'20'4-f W --- 8.42' VALLE"r ...... . ... .. ST CHANNEL ,..,,m,HELLA .. ........ . + 0') E co CY) C\2 C.4 t-. In ........ LO C3 c d . ............ NO. BEARING DELTA RADIUS LENGTH TANGENT N163913 "E --- 42.492' --- C -N71'20'4-rW 1009.08, 0 N71'20'4rW E NX20WN 25.07' Ir , N2620'4rW_ 25.06' G N41'14'0-rE -T42 45,89' --- H '4rW E.. —ow I J NON55WW N03911YE 45.89' 25.07' --- K N6339'1 2&06' N0391Y E'— ---E7( OF D=X50'41" 50.70' —2TI 6' N N0V-3F&-W- 0 0 D=7V5O'41' 35.00' 5*00' 4 43.28' 3 24.89' P Nono,odw --- 2 3,61, L 3 6- 0 ll�Tl D='/0*50'4'1'_ 5.00' f 6,18, 8 3,56' R 2-0'4-� 652.27' - -- S NW26'1 YW 42.20' T T I N71'20'4-/'W --- 637.97' U U t N71'204-rW 635.49' (V> NO0°30'06'W --- 22M' _�W N71'20'4-f W --- 8.42' C) O LO cu cu L. cn m .......... . COACHELLA VALLEY STORM WATER CHANNEL 12994-00 1298+00 1297 lm4+w 1303-0' 13024 401+00 -------------- -------------- MIN MIN N 71'20'47" W ............ #4 BAR DOWEL AT CONSTRUCTION C ENTER oc. `77 ..... ...... ......... . -PROPOSED CHANNEL EXISTING CHAN UNING UNING C) ..... ...... + . ..... Co C H E ILE ORM E ----,CH L ST/� ATER ANN ....... .. .......... . DOWELLING DETAIL _BEARIN 2tD ELrA RADIUS LF N dT—fi' _fACERF A N71*20'0W --- 1011.57' 8 14163911ST 42,42' --- C N71'20'4rW --- 1009,08, --- D *20'4rW --i6379—W E N2620'4rW 25,07' --- 2620'4rW N41-14'OrE I N2 620`47'W 25. I NO3`55'42'W --- 45.89' > N63'39'13 'E N039'I3'E 25,06' L N0391 Y E --- 25.00' M 0=7950'41* 41.00' 50.70' 29.16' N N00`30106f W 0) D= 74°50'41' 35.00' 43-28' 24.89' P N04'34,4Erw ____ 23,61' 0 D=70150'41' 5,00' _ F_6. '_ 3,56' R N71'20'47W 652,27' N40'26'WW 42.20' N71'20'47'W 637,97' N71*20'47'W .49' V N4930'46''W W N71'20'47"W _22.91' c\j C) c\j sri iri In 0j In (D co cc cn cc C) L0 (Z) a CL L. MW NOTE- DETAIL 1 T CONTRACTOR MAY BACKFILL AGAINST CHANNEL LININO' WITH ANY EXCESS TOP OF SLOPE PROTECTION 24" SOIL, UNDER DISTRICT SUPERVISION. (ELEV. AS SHOWN ON PROFILE)T SHOTCRETE LINING OF SLOPE PROTECTION (ELEV. AS SHOWN ON PROFILE) BOTTOM OF CUT-OFF -- (ELEV. AS SHOWN ON PROFILE) 24!' TOP OF SLOPE PROTECTION SLOPE PROTECTION BOTTOM OF SLOPE PRC 0 'a e� WEEP HOLES 4" DIA. PVC SCH 400 10' O.C. U4. Em OUTLET DEBRIS SCREEN DETAIL N.T.S. SLOPE PROTECTION 5WRMWI #4 REBAR CONSTRUCTION JOINT N.T.S. PIPE "-D" PROFILE HORZ:1 "=20' VE fff: 1 " = 2' NORTH R/W WELDED 5/8-0 STEEL ROD 5 REBAR 6 6!' O.C. STORM DRAIN WELDED 51WO STEEL ROD 5 REBAR 0 Er O.C. ___­ __ - 1-1 -urr BOTTOM OF SLOPE CONTROL JOINT fILAN N.T.S. CHANNEL LINING SLOPE PROTECTI% PRIOR TO CON' 'zARuc*ANG CHANNEL ALTERNATE OUTLET DETAIL N.T.s. 250' CONSTRUCTION CL CHANNEL —I-- 250' PROP R.C.P. STORM DRAIN SEE STREET PLANS SOUTH R/W SLOPE TO TOP OF SLOPE DRAIN (IYP) ADDITIONAL BACKFILL AS NEEDED FOR DRAINAGE --\ TOE OF SLOPE DISPOSE OF EXCESS EXCAVATED PYRTIKIr f�Pnf [Mn _ MATFRIA1 RIAnF FVFMIY '"BACKFILL TOP OF SLOPE PROP. SLOPE PROTECTION SEE SECTION 'A' ABOVE a _—A- \1' R.C.P. STORM DRAIN SEE STREET PLANS EA 6" THICK P PCC SIDEWALLS DATA TABLE #4 RF:8AR 0 18" O.C. EACH WAY #4 REBAR 0 18- O.C. EACH WAY , PIPE W L D CHANNEL SThFION ELEV A ELEV B PIPE E3 4.00' 6.08' 181T38" -- _ 1294- 623C211.90Lf 51.02 _* 50.46 = Pli3i C W .32' _T8'iO'4'6" 1285+83.93 205,72LT 44.82 LA QOINTA Pt,5E D 4.00' 3.88' 0 00'00 129_8 +'L4.63 —211,94—LT— —57.61— 57.07 PIPE E GORPOM CENTRE 3,88' (YOO*W 4- 1296+43.67 211,94LT 56.91 56.37 PIPE F 4.00' 04 1279+77.60 213.14LT APN 60-02-16 51.55 3-#4 CONT. COACHELLA V*4M STORM WATER CHANNEL SLOPE PROTECTION 5WRMWI #4 REBAR CONSTRUCTION JOINT N.T.S. PIPE "-D" PROFILE HORZ:1 "=20' VE fff: 1 " = 2' NORTH R/W WELDED 5/8-0 STEEL ROD 5 REBAR 6 6!' O.C. STORM DRAIN WELDED 51WO STEEL ROD 5 REBAR 0 Er O.C. ___­ __ - 1-1 -urr BOTTOM OF SLOPE CONTROL JOINT fILAN N.T.S. CHANNEL LINING SLOPE PROTECTI% PRIOR TO CON' 'zARuc*ANG CHANNEL ALTERNATE OUTLET DETAIL N.T.s. 250' CONSTRUCTION CL CHANNEL —I-- 250' PROP R.C.P. STORM DRAIN SEE STREET PLANS SOUTH R/W SLOPE TO TOP OF SLOPE DRAIN (IYP) ADDITIONAL BACKFILL AS NEEDED FOR DRAINAGE --\ TOE OF SLOPE DISPOSE OF EXCESS EXCAVATED PYRTIKIr f�Pnf [Mn _ MATFRIA1 RIAnF FVFMIY '"BACKFILL TOP OF SLOPE PROP. SLOPE PROTECTION SEE SECTION 'A' ABOVE a _—A- \1' R.C.P. STORM DRAIN SEE STREET PLANS EA 6" THICK P PCC SIDEWALLS DATA TABLE #4 RF:8AR 0 18" O.C. EACH WAY #4 REBAR 0 18- O.C. EACH WAY , PIPE W L D CHANNEL SThFION ELEV A ELEV B PIPE E3 4.00' 6.08' 181T38" -- _ 1294- 623C211.90Lf 51.02 _* 50.46 = Pli3i C W .32' _T8'iO'4'6" 1285+83.93 205,72LT 44.82 44.26 Pt,5E D 4.00' 3.88' 0 00'00 129_8 +'L4.63 —211,94—LT— —57.61— 57.07 PIPE E 4,00' 3,88' (YOO*W 4- 1296+43.67 211,94LT 56.91 56.37 PIPE F 4.00' 3.88' (YOO'(V 1279+77.60 213.14LT 52.08 51.55 OUTLET PLAN VIEW DETAIL N.T.S. CHANNEL LINING SLOPE PROTECTION c3 5' THICK PC SIDEWALLS TO FOLLOW CHANNEL DEBRIS LINING SLOPE 0 1.5:1 SCREEN SEE DETAIL ABOVE 1.5 m E-NCROAGI-JIVIFENT PERMIT NO. 0:.0'729 --2- -014 NO. 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I RAMO I N 2,240,82153 E 6,537,166,22 NAD 83 CA ZONE 6 HORIZONTAL CONTROL DIAGRAM NOT TO SCALE SECTION 29 - -- - -- FERNOWN911ma 1. STATIONING SHOWN ON ALL DRAWINGS IS WED ON A COSTRUCTION CENTERLINE ESTABLISHED ALONG THE CENTER OF THE CHANNEL RIGHTS-OF-WAY. NO ACTUAL FIELD MONUMENTS WERE FOUND, THE STATIONING, HOWEVER, IS CONSISTANT WITH CVWD DRAWING No. 10521-8 AND DRAWING No. 22554. 2, UNLESS OTHERWISE NOTED, ALL SEC11ONS ARE LOOKING DOWNSTREAM. 3. CONTRACTOR MAY DISPOSE OF ALL EXCESS CUT MATERIAL WITHIN THE CHANNEL BOTTOM. CONSTRUCTION NOTES AND QUANTITIES CONSTRUCT Ir THICK PCC SLOPE PROTECTION PER SECTION A 724-57 SF ON SHEET 2 CONSTRUCT STORM DRAIN OUTLET PER DETAIL ON SHEET 2 2 EA SUPERVISION OF: N_ �,DL�E L_LNt1�.______LAPE V:JD -------- ­ ------ _p±j�j RCE NO, 4.4250 EXP 06/30/01 DATE REVISIONS CHRIS A. VOGT, P.E. CITY ENGINEER e�j-�FESSI�o , .v \ c� : No. 46188 Exp- 12/31/02 �4 �' clv� � /) , �-,'§' 61- i' m 50 Hwy. 1 1 1 0� +� UJ 9 = = I" U) W The Keith Companies t� ti AVENUE 48 - I :z t7i C) Z !71 0 U) W- ' —1 � AVENUE 50 VICINITY MAP NTS I , , : 11, � 1- I I ' , I.. 41-865 Boardwalk, Suite 101, Palm Desert, CA 92211 (760) 346-9844 TO INDIO 4 NT i I El Recommended: -1 r,_. pployod. _ .__ , ENOBOACHMEN'T PERMIT NO. 050729-2-014 I I 940 . 7 MARCH 00 I I . I ----- .1 I I cl I DWG. No. � , �25850, 1. - - DESIGN: DRAFT: COACHELLA VALLEY STORM WATER CHANNEL SLOPE PROTECTIONITF - Tr - PARCEL NO, 29531 A PORTION OF SEC 29, T 5 S, R 7 E, SBB&M illill���illi��I � iiiii���ilig, i � � � - , . I , I I q I I F-. n - k I � CFIECK: DATE: KRS SEPT '99 0•