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HomeMy WebLinkAboutCT 05-06; CASSIA PROFESSIONAL OFFICES; SUPPLEMENTAL DRAINAGE STUDY; 2007-07-16'.'.~-.. ;. . , . . _\ _ -~"'i'< .. • 't . SUPPLEMENTAL DRAINAGE STUDY FOR Cassia Professional Offices Prepared by: Job No. 04-1109 July 16, 2007 Supplement to Report Dated: March 8, 2006 O'DAY CONSULTANTS, INC. 2710 Loker Ave West Suite 100 Carlsbad, California 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 An~ &~RCE64573 Exp. 06/30109 RECEIVED AI If, 06 2001 . ENGINEER\NG DEPARTMENT CT05-0(p 1:\041109\HYDROLOGY\Construction Change\0409-SUPP HYD REPORT.doc • • • SUPPLEMENTAL DRAINAGE STUDY FOR Cassia Professional Offices 5~ft'C)r-t " L1l b\Dtj 4~8 .. ?> Prepared by: Job No. 04-1109 July 16, 2007 Supplement to Report Dated: March 8, 2006 O'DAY CONSULTANTS, INC. 2710 Loker Ave West . Suite 100 Carlsbad, California 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 An~ ~~RCE64573 Exp.06/30109 g /s(o 1 Q""l.1.--- 1:\041109\HYDROLOGY\Construction Change\0409-SUPP HYD REPORT.doc • SECTION 1 SECTION 2 • SECTION 3 SECTION 4 SECTIONS • TABLE OF CONTENTS INTRODUCTION Purpose of Supplemental Study Scope HYDROLOGY Rational Method Description Program Process CONCLUSION Vicinity Map Runoff Coefficients, San Diego County Hydrology Manual Isopluvial Maps, San Diego County Hydrology Manual 100-Year,6-Hour 100-Year, 24-Hour San Diego County Soils Interpretation Study, San Diego County Hydrology Manual Overland Time ofFlowNomograph-Figure 3-3, San Diego County Hydrology Manual Maximum Overland Flow Length and Initial Time of Concentration, San Diego County Hydrology Manual Intensity-Duration Design Chart -Figure 3-1, San Diego County Hydrology Manual Hydrology 100-year Analysis Proposed Condition 6-inch Gutter and Roadway Discharge-Velocity Chart -Figure 2-2, San Diego County Drainage Design Manual (May 2005) EI Camino Real Inlet Hydraulics Calculation Sheet Exhibit B Drainage Map -Proposed I:\041109\HYDROLOGY\Construction Change\0409-SUPP HYD REPORT. doc -I ! ., r>;.· .. ·, I "'-, .. -.. " , ,-: ~, ~"i r~ -1 " ',I .' --i '.:; ~:-~. ',I • • INTRODUCTION Purpose of Supplemental Study The purpose of this supplemental drainage study is to calculate a new, more accurate 100-year post-construction runoff quantity flowing into the proposed curb inlet in EI Camino Real and discharging into the open space located north of the Cassia Professional Offices project site. Scope This study calculates the 100-year flows for the proposed conditions with a smaller drainage basin (relative to the previously approved Drainage Study) contributing runoff to the proposed curb inlet located on the east side of EI Camino Real. A recent site visit specifically for the purpose of investigating the upstream tributary areas to the proposed curb inlet showed that the total area being collected by the proposed structure is in fact smaller than was previously thought. The following is a list of found differences between the drainage patterns for the Drainage Study dated March 8, 2006 and this supplemental study: • The 0.10 and 0.39 acre areas that were once the initial two areas for the previous Drainage Study (Nodes 200-201 and 201-202) were found to be collected by a storm drainage box and enter the storm drainage system prior to flowing northerly onto EI Camino Real and into the prop01?ed curb inlet • The development to the south of the Cassia Professional Offices project site has been completed and everything to the east of the retaining wall running north-to-south along the EI Camino Real right-of-way is collected and detained on-site prior to being discharged through existing stonn drainage piping. • The majority of the drainage area within the EI Camino Real right-of-way to the south of the Cassia Road intersection is collected by two existing curb inlets (one in the median and one located. 45 feet south of the southern curb return on the east side of EI Camino Real) and thus does not continue along the gutter of EI Camino Real and into the proposed curb inlet. • See Section 4 for the new Exhibit B -Proposed Condition Drainage Map for Cassia Professional Offices. The 100-year peak flows calculated in Section 3 of this supplemental report are used only to size the curb inlet opening along El Camino Real. All other design aspects remain as developed by the previous Drainage Study . 1:\041109\HYDROLOGY\Construction Change\0409-SUPP HYD REPORT.doc • • HYDROLOGY The rational method for storm water runoff was used for this study according to the County of San Diego Hydrology Manual and Design Procedure Manual. The peak flows analyzed for the purposes of this study are from the 100-year storm over developed conditions. Rational Method Description The rational method, as described in the 2003 San Diego County Flood ControllHydrology Manual, is used to estimate surface runoff flows. The basic equation: Q = CIA C = runoff coefficient (varies with surface) I = intensity (varies with time of concentration) A = area in acres A computer program developed by CivilCADD/CIVILDESIGN Engineering Software © 2003, Version 7.3, was used to determine the times of concentration and corresponding intensities and flows for the various hydrological processes performed in this model. This program also determines the street flow and pipe flow characteristics for each segment modeled . Program Process The rational method program is a computer-aided design program where the user develops a node link model of the watershed. The node link model is created by developing independent node link models of each interior watershed and linking these submodels together at confluence points. The program has the capability of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream. 2. Street flow through sub-area, includes sub-area runoff. 3. Addition of runoff from sub-area to stream. 4. Street inlet and parallel street and pipe flow and area. 5. Pipe flow travel time (program estimated pipe size). 6. Pipe flow travel time (user-specified pipe size). 7. Improved channel travel -Area add option. 8. Irregular channel travel time -Area add option. 9. User-specified entry of data at a point. 10. Confluence at downstream point in current stream . 11. Confluence of main streams. I:\041109IHYDROLOGY\Construction Change\0409-SUPP HYD REPORT.doc • • • CONCLUSION At EI Camino Real a new Type B curb inlet will be placed to connect an existing 18" RCP with a proposed 18" RCP to carry the runoff from EI Camino Real into the open space area. Based on the 100-year proposed conditions hydrologic analysis performed in Section 3, the peak storm water :flow rate being collected by the inlet is 7.01 cfs. The expected depth of :flow within the standard 6" gutter section along EI Camino Real based on the calculated :flowrate and the 0.63% slope gradient leading up to the proposed curb inlet is 0.45 feet (see Section 4). This depth of :flow and the total :flowrate is then used to calculate the length of clear opening of the proposed curb inlet for total interception (Equation 2-2 as defined in Section 2.3.2.1 of the May 2005 edition of the San Diego County Drainage Design Manual). The total required clear opening of the inlet as defined by this Supplemental Drainage Study is 15 feet (box length = 16 feet). 1:\041109\HYDROLOGy\Construction Change\0409-SUPP HYD REPORT. doc I , I M: .>:" '"j' .' :: ,,',:', I :.. .. ' ".r:. ' . ---." '. " I I I I ! i CITY OF • . .r- NOT TO SCALE ~ .. L· . CITY OF ENCINITAS VICINITY . l.qlTY O~ l4STA ROAD. SITE I~~~ . CITY OF SAN MARCOS r . .. "'- MAP San Diego County Hydrology Manual Date: June 2003 Table3--l Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use r RmIoffCoefficient ""C" Soil Type NRCS Elements Co ElemCiofs %IMPER. A B ----------- - UndistuJbed Natural Terrain (Natural) PCl1D8DCIlt Open Space O· 0.20 0.25 Low Density hsidential (LOR) Residential, 1.0 DU/A or leas 10 0.27 0.32 Low Dc:osity hsidential (LOR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LOR) Residential, 2.9 DUI A or less 25 038 0.41 Medium Density Residco,tial (MDR) lUaideDtial, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MeR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less SO 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential. 43.0 DU/A or lCss 80 0.76 0.77 Commercialllndustrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commcrcialllndustrial (G. Com) General ColDJ11elOial 8S 0.80 0.80 Commcrcialllndustrial (O.P. Com) Office ProfcssionallCommercial 90 0.83 0.84 CommerciallIndustrial (Limited I.) Limited Industrial 90 0.83 0.84 Gcncml Industrial 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.18 0.78 0.81 0.84 0.84 0.81 3 6 of 26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 .. 0.79 0.79 0.82 0.85 0.85 0.87 ·Thc values associated with 00" impervious may be used for din:ct CllCniatiOll of1hc iuuoffcoefficieDt IS deIcribed in Section 3.1.2 (rqm::scatiDg the pcrrious mnoff coefficient, Cpo for the soil type), or for areas dI8t will nmain UDdisturbod in pcrpcIUity. Justification must be giYea thattbc ... will mnain aatu:raI fORrYa' (e.g., the mea is located in Cleveland National Forest). DU/A -dwelling units per acre . NRCS = National Resources Couservation Service • ': 3-6 : ...• • " \... .' ~-' ,~ COU'I! ,SAN DIEGO DEFA~.. OF SANITATION & .' . FLOOD C lTROl 45' ! 30' I . ! '1 ~--o C I AJ 15' : fll !" , U_ 33°0B ~ I tD e I 33 t--J-t--t--~'rf! )~I\U ;J;.~b(1 'r<~5\{\ ~---·'---·f~-I l\ ~~LWAfl'b '1kf'tn IZtH +~1'5~ .... ,\f\. ,f(./\0. _ ~ . 'S.D L 51 I . n" f, F ----friir 11_, , ---I I,," DU:W ;;»:P ....... Ptcp •• :" lor u.s. DEP-ARTMENlr OF COMMERCE NATIONAL OCa;:'ANIC AND AT10£t'U£HIC AD"I~15TJlATION AI.. STVOIt::i I)HANCII, OFFICE OF II II 1(01.0(0 V, HATIONAL. W£ATII&::JlIiERYICE _·a_" 30' -J U·" --I ---r------f-----if---+ liB' 115 1 30' IS' ,1"111 IU I' lit "5 • JO' IS' 1168 , -.it,:,~~ ,,:,;~~~ .. :":";-::1 ~ T1 -(0 c AJ r1l ~ -N .---. " COUNT. ~AN DIEGO o EPARTrlllr OF SANITATION &. flOOt) CONTROL 100-VEJ\Il. 24.:.t(~ pnECIPIT ATIO~j r20~ISOPlUUIAlS Of 100,·VEAn 24-HOUR I -Et4TItS OF AU UJCI-l 115 • • )0' 15 1 r , ..J3~Da ' 33" -. .-L I 5.2 liS I -11----- "'0"" t·,H'r u.s. D£Pl\lnMt:Nlr Of COMM&::f<CE I~ A liON J\ l-,0(;":1\;'; I C AN 0 A'" :.111:'1'&16:: ttl C AlhUIH:iTI1A TlON ". nU"'., " "A. C01.):,'" "" Of ~I"".L."Y ... n/"AL '<AT"'" '~ •• 'C£ I; I Ill" I r I I.J ]0 1 • "'\Q II II It]" " ~i I :lO' .. -~"', .- I~ • II Gil -zv~ -...; o --:..-....-~ efO . '. ~ .,. " C~ ... :;;g~ -r -, l /' L i -f ,-> --.::/~-r :t L .~ - ./ .... to-W W LL ~ W o Z ~ CJ) o UJ ~ ;:) 8 a: UJ !;( 3: 1001 1,51 //N//;!"'l107~ ~:;r:::74 :7f us :: j:: ~ u. ~-....... ~-10 ~ ------------~------~------~------~------~~------~------~O EXAMPLE: Given: WalelWur&e Distance (0) = 70 Feet Slope (8) -1.3% Runoff Coefficient (e) = 0.41 Overiand Flow Time (T) = 9.5 Minutes Ta 1.8 (1.1-C)VD 3VS ~ w ~ -_I , SOURCE: Airport Drainage. Federal Aviation AdministratiOn. 1965 • , " Rational FormUla • Overland Time of Flow Nomograph .'" FIGURE 3-3 • ,···e e San Diego County Hydrology Manual . Date: lune 2003 SecnoD: Page: 3 120f26 Note that the Initial1'ime of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not ~ave a significant effect w~ere the drainage basin area is 20 to 600 acres. Table 3·2 provides limits of the length (Maximum Length (Ltd» of sheet flow to be used in hydtology studies. Initial TI values based on averag~ C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. BxceptioDl may be approved by the "Regulating Agency" when submitted with a .. detailed study. Tablel-! ~ OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T.l Element· DUI .50/. 1% 2% 3% 5% 10% Acre Ltd TI LM T, Ltd T, LM T, Lu T. Lu T. Natural 50 13.2 70 12.S 8S 10.9 100 10.3 100 8.7 100 6.9 LDR. 1 SO 12.2 70 11.5 8S 10.0 100 : 9.S 100 8.0 100 6.4 LDR. 2 50 11.3 70 10.S 8S 9.2 100 8.8 100 7.4 100 5.8 LDR. 2.9 50 10.7 70 10.0 . 8S 8.8 95 8.1 100 7.0 100 5.6 MDR. 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR. 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR. 10.9 SO 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.S MDR 14.5 50 8.2 65 7.4 80 6.S 90 6.0 100 5.4 100 4.3 HDR. 24 50 6.7 6S 6.1 75 5.1 90 4.9 95 4.3 100 3.S ·HDR. 43 SO S.3 6S 4.7 . 75 4.0 8S 3.8 95 3.4 100 2.7 N.Com SO 5.3 60 4.5 7S 4.0 85 3.8 95 3.4 100 .2.7 O.Com I SO 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P.lCom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I .. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-11 1.0 Ibn D&nIion ~DMlgnCbalt-T"""" • e· o ~:. ~_~J ..... ..~. ~.farApplk";"'~: (1) Ftam. .... twmn ..... d.llrmina 8 tl'1I1d 24 hr ...... fat1ha.~I.~~. "... ..... _lncIudIdtn .. CaunlJ~""(1o.50.8nd1ODyr ...... n:wect In 1he~1ind ProcMII-...... ). (2) AdjuIC6I1rpNelpl .. ·• (W ... ln-y)., 1hat It ia wIhin the r.nge d~ 1., _ dlhe 24 .... pn.cipiIation (not .......... too-rt). (3) Plot , .... pnK'4J.IefiM on the right side of the chart. (4) Draw. line thIOugh ihe pomt paraII8I to the pkJII8d lines. (5) 'Ilia line.'" fnIanKy-dundiDn CUMt for lhelocation being analyzed. (8) S~IBcI8d fI8quency year (b) P6. _In.. P24 & .;6 .. %(2) 24 (~) AdjuIIed P6~. In. (d) 'x • _ min. (e) I-_ inJhr. NMThilldwt ........ ~ GUMS""'''''' 1965. 3-1 ·, r:',:l r~~ .. :.~.\>:/J -. . ... ~ ~ "+. :;'11 ., , J := ~ I 'J "1 ' .. 1 1 .... , :" ;.'.' .:+.-'1 . i , ... ~; .'; i • • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/13/07 041109 -CASSIA PROFESSIONAL OFFICES Proposed conditions 100-year storm event G:\Accts\041109\CASSIA RD. OFFICES\Hydrology\041109pr100b.out REVISED BY: AJV REVISION DATE: 7/13/07 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.800 2'4 hour precipitation(incheg) = 5.000 P6/P24 = 56.0% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 70.000(Ft.) Highest elevation = 324.600(Ft.) Lowest elevation = 320.900(Ft.) Elevation difference = 3.700(Ft.) Slope = 5.286 % Top of Initial Area Slope adjusted by User to 2.462 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope v~ue of 2.46 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC [1.8*(l.1-C)*distance(Ft.)A.5 )/(% TC = [1.8*(1.1-0.8700)*( 70.000~.5)/( 2.57 minutes slopeA(l/3)] 2.462A (l/3)]= 2.57 • • • Calculated TC of 2.565 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.193(CFS) Total initial stream area = 0.030(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width 320.900(Ft.) 315.700(Ft.) 123.000(Ft.) 50.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.250(Ft.) Flow(q) thru subarea = 1.187(CFS) Depth of flow = 0.017(Ft.), Average velocity Channel flow top width = 51.732(Ft.) Flow Velocity = 1.35(Ft/S) Travel time 1.52 min. Time of concentration = 4.09 min . Critical depth = 0.026(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 1.187(CFS) 1.348(Ft!S) Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.296 Subarea runoff = 1.990(CFS) for 0.310(Ac.) Total runoff = 2.182(CFS) Total area Depth of flow = 0.025(Ft.), Average velocity = Critical depth = 0.039(Ft.) 0.340(Ac.) 1.710(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.340(Ac.) Runoff from this stream 2.182(CFS) Time of concentration = 4.09 min. Rainfall intensity = 7.377(In/Hr) Program is now starting with Main Stream No. 2 • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 287.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 175.000(Ft.) Highest elevation = 320.860(Ft.) Lowest elevation = 318.400(Ft.) Elevation difference = 2.460(Ft.) Slope = 1.406 % Top of Initial Area Slope adjusted by User to 1.691 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.69 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% TC = [1.8*(1.1-0.8700)*( 70.000A.5)/( 2.91 minutes slopeA(1/3)] 1.691A (1/3)] = Calculated TC of 2.907 minutes is less than 5 minutes, 2.91 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.899(CFS) Total initial stream area = 0.140 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 287.000 to Point/Station 287.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.140(Ac.) Runoff from this stream 0.899(CFS) Time of concentration Rainfall intensity = 2.91 min. 7.377 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 283.000 to Point/Station 285.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 • • • Sub-Area C Value = 0.350 Initial subarea total flow distance 40.000(Ft.) Highest elevation = 320.700(Ft.) Lowest elevation = 320.300(Ft.) Elevation difference 0.400(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 11.29 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5 )/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 70.000A.5)/( 1.000A(1/3)]= 11.29 Rainfall intensity (I) = 4.361(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.031(CFS) Total initial stream area = 0.020(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 283.000 to Point/Station 285.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 11.29 min. Rainfall intensity = 4.361(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.697 CA = 0.042 Subarea runoff 0.152(CFS) for 0.040(Ac.) Total runoff = 0.182(CFS) Total area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 285.000 to Point/Station 286.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320.300(Ft.) Downstream point/station elevation 320.100(Ft.) Pipe length 6.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.182(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.182(CFS) Normal flow depth in pipe = 2.35(In.) Flow top width inside pipe = 2.47(In.) Critical depth could not be calculated. Pipe flow velocity = 4.42(Ft/s) Travel time through pipe 0.02 min . Time of concentration (TC) = 11.32 min. • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 286.000 to Point/Station 287.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 320.100(Ft.) End of street segment elevation = 318.400(Ft.) Length of street segment 53.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) = 48.000(Ft.) Distance from crown to crossfall grade break 47.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 11.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 0.279(CFS) Depth of flow = 0.118(Ft.), Average velocity = 2.481(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.000(Ft.) Flow velocity = 2.48(Ft/s) Travel time = 0.36 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 TC = 0.000 0.000 0.000 1. 000 11.67 min. Rainfall intensity = 4.270(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.805 CA = 0.129 Subarea runoff 0.368(CFS) for 0.100(Ac.) Total runoff = 0.550(CFS) Total area = 0.160(Ac.) Street flow at end of street = 0.550(CFS) Half street flow at end of street 0.275(CFS) Depth of flow = 0.164(Ft.), Average velocity = 1.978(Ft!s) Flow width (from curb towards crown)= 2.941(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 287.000 to Point/Station 287.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.160(Ac.) Runoff from this stream 0.550(CFS) Time of concentration = 11.67 min . Rainfall intensity = 4.270(In/Hr) Summary of stream data: • • • stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.899 2.91 7.377 2 0.550 11.67 4.270 Qmax(l) = 1.000 * 1.000 * 0.899) + 1.000 * 0.249 * 0.550) + 1.036 Qmax(2) 0.579 * 1.000 * 0.899) + 1.000 * 1.000 * 0.550) + 1.070 Total of 2 streams to confluence: Flow rates before confluence point: 0.899 0.550 Maximum flow rates at confluence using above data: 1.036 1.070 Area of streams before confluence: 0.140 0.160 Results of confluence: Total flow rate = 1.070(CFS) Time of concentration 11.674 min. Effective stream area after confluence 0.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 287.000 to Point/Station 204.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 318.400(Ft.) End of street segment elevation = 315.700(Ft.) Length of street segment 150.000(Ft.) Height of curb above gutter flowline 6.0(In.) width of half street (curb to crown) 29.000(Ft.) Distance from crown to crossfall grade break 28.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = Depth of flow = 0.262(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.861(Ft.) Flow velocity = 1.89(Ft/s) Travel time = 1.32 min. TC = 13.00 min. Adding area flow to street Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D 0.000 0.000 1.000 1.266(CFS) 1.888(Ft/s) • • • [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Rainfall intensity = 3.984(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.839 CA = 0.344 Subarea runoff 0.301(CFS) for 0.110(Ac.) Total runoff = 1.371(CFS) Total area = 0.410(Ac.) Street flow at end of street = 1.371(CFS) Half street flow at end of street 1.371(CFS) Depth of flow = 0.267(Ft.), Average velocity = 1.924(Ft/s) Flow width (from curb towards crown)= 8.123(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.410(Ac.) Runoff from this stream 1.371(CFS) Time of concentration = 13.00 min. Rainfall intensity = 3.984(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 204.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 321.360(Ft.) End of street segment elevation = 315.700(Ft.) Length of street segment 350.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break Manning's N from grade break to crown Adding area flow to street Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.0200 0.0200 • • • Rainfall intensity = 3.984(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.527 Subarea runoff 2.099(CFS) for 0.210(Ac.) Total runoff = 2.099(CFS) Total area = 0.620(AC.) Street flow at end of street = 2.099(CFS) Half street flow at end of street 2.099(CFS) Depth of flow = 0.290(Ft.), Average velocity = 2.058(Ft/s) Flow width (from curb towards crown)= 9.740(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.620(Ac.) Runoff from this stream 2.099(CFS) Time of concentration = 13.00 min. Rainfall intensity = 3.984(In/Hr) Summary of stream data: Stream No . Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2.182 4.09 7.377 2 1.371 13.00 3.984 3 2.099 13.00 3.984 Qmax(1) 1. 000 * 1.000 * 2.182) + 1.000 * 0.314 * 1.371) + 1. 000 * 0.314 * 2.099) + 3.273 Qmax(2) 0.540 * 1. 000 * 2.182) + 1.000 * 1.000 * 1. 371) + 1.000 * 1.000 * 2.099) + 4.648 Qmax(3) 0.540 * 1.000 * 2.182) + 1.000 * 1.000 * 1. 371) + 1. 000 * 1.000 * 2.099) + 4.648 Total of 3 main streams to confluence: Flow rates before confluence point: 2.182 1.371 2.099 Maximum flow rates at confluence using above data: 3.273 4.648 4.648 Area of streams before confluence: 0.340 0.410 0.620 Results of confluence: Total flow rate = 4.648(CFS) Time of concentration 12.998 min. Effective stream area after confluence 1.370 (Ac.) • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 206.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 315.700(Ft.) End of street segment elevation = 309.000(Ft.) Length of street segment 205.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 73.000(Ft.) Distance from crown to crossfall grade break 71.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 5.261(CFS) Depth of flow = 0.328(Ft.), Average velocity = 3.698(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.626(Ft.) Flow'velocity = 3.70(Ft/s) Travel time = 0.92 min. TC = 13.92 min . Adding area flow to street Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 0.000 0.000 1.000 Rainfall intensity = 3.811(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.851 CA = 1.524 Subarea runoff 1.159(CFS) for 0.420(Ac.) Total runoff = 5.807(CFS) Total area = 1.790(AC.) Street flow at end of street = 5.807(CFS) Half street flow at end of street 5.807(CFS) Depth of flow = 0.337(Ft.), Average velocity = 3.785(Ft/s) Flow width (from curb towards crown)= 12.096(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 208.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 309.000(Ft.) End of street segment elevation = 304.000(Ft.) Length of street segment 320.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 70.000(Ft.) Distance from crown to crossfall grade break 68.500(Ft.) • • • Slope from gutter to grade break (v/hz) = Slope from grade break to crown (v/hz) Street flow is on [1] side(s) of the street 0.020 0.020 Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = Depth of flow = 0.387(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.592(Ft.) Flow velocity = 2.93(Ft/s) Travel time = 1.82 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type ~Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 TC = 0.000 0.000 0.000 1.000 15.74 min. 6.446(CFS) 2.929(Ft/s) Rainfall intensity = 3.521(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.851 CA = . 1. 991 Subarea runoff 1.203(CFS) for 0.550(Ac.) Total runoff = 7.010(CFS) Total area = 2.340(Ac.) Street flow at end of street = 7.010(CFS) Half street flow at end of street 7.010(CFS) Depth of flow = 0.397(Ft.), Average velocity = 2.989(Ft/s) Flow width (from curb towards crown)= 15.081(Ft.) +.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 2.340(Ac.) Runoff from this stream 7.010(CFS) Time of concentration = 15.74 min. Rainfall intensity = 3.521(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 218.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D 0.000 0.000 0.000 1.000 • • • [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 120.000(Ft.) Highest elevation = 324.000(Ft.) Lowest elevation = 318.000(Ft.) Elevation difference 6.000(Ft.) Slope = 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 5.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 2.30 minutes TC = [1.8*(l.1-C)*distance(Ft.)A.5 )/(% slopeA(l/3)] TC = [1.8*(1.1-0.8700)*( 90.000A.5)/( 5.000A(l/3)]= 2.30 Calculated TC of 2.297 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.706(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 220.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width 318.000(Ft.) 305.000(Ft.) 560.000(Ft.) 1.000(Ft.) Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 !!Warning: Water is above left or right bank elevations Estimated mean flow rate at midpoint of channel 3.337(CFS) Manning's 'N' = 0.014 Maximum depth of channel 0.125(Ft.) Flow(q) thru subarea = 3.337(CFS) Depth of flow = 0.213(Ft.), Average velocity 4.876(Ft/s) ! !Warning: Water is above left or right bank elevations Channel flow top width = 4.125(Ft.) Flow Velocity = 4.88(Ft/s) Travel time 1.91 min. Time of concentration 4.21 min. Critical depth = 0.320(Ft.) ERROR -Channel depth exceeds maximum allowable depth Adding area flow to channel Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 1.000 Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm • • • Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.809 Subarea runoff = 5.263(CFS) for 0.820(AC.) Total runoff = 5.969(CFS) Total area = 0.930(AC.) Depth of flow = 0.283(Ft.) I Average velocity = 6.152(Ft/s) ! !Warning: Water is above left or right bank elevations ERROR -Channel depth exceeds maximum allowable depth Critical depth = 0.449(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 220.000 to Point/Station 208.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 305.000(Ft.) Downstream point/station elevation 304.000(Ft.) Pipe length 50.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 5.969(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 5.969(CFS) Normal flow depth in pipe = 7.96(In.) Flow top width inside pipe = 14.97(In.) Critical Depth = 11.85(In.) Pipe flow velocity = 9.02(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) 4.30 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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: 2 Stream flow area = 0.930(Ac.) Runoff from this stream 5.969(CFS) Time of concentration = 4.30 min. Rainfall intensity = 7.377(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.010 15.74 3.521 2 5.969 4.30 7.377 Qmax(l) 1.000 * 1.000 * 7.010) + 0.477 * 1.000 * 5.969) + 9.859 . Qmax(2) 1.000 * 0.273 * 7.010) + 1.000 * 1.000 * 5.969) + 7.885 Total of 2 main streams to confluence: Flow rates before confluence point: 7.010 5.969 Maximum flow rates at confluence using above data: • • • 9.859 7.885 Area of streams before confluence: 2.340 0.930 Results of confluence: Total flow rate = 9.859{CFS) Time of concentration 15.742 min. Effective stream area after confluence 3.270{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 208.000 to Point/Station 280.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 304.000{Ft.) Downstream point/station elevation 278.000{Ft.) Pipe length 44.20{Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 9.859{CFS) Nearest computed pipe diameter = 9.00{In.) Calculated individual pipe flow 9.859{CFS) Normal flow depth in pipe = 5.33(In.) Flow top width inside pipe = 8.85{In.) critical depth could not be calculated. pipe flow velocity = 36.23{Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) 15.76 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 280.000 to Point/Station 280.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.270{Ac.) Runoff from this stream 9.859{CFS) Time of concentration = 15.76 min. Rainfall intensity = 3.518{In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 222.000 to Point/Station 224.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance Highest elevation = 308.500{Ft.) Lowest elevation = 300.000{Ft.) 55.000{Ft.) • • • Elevation difference 8.500(Ft.) Slope = 15.455 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 15.46 %, in a development type of Permanent Open Space In Accordance with Figure 3-3 Initial Area Time of Concentration 5.42 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( l5.455A(1/3)]= 5.42 Rainfall intensity (I) = 7.004(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.074(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 224.000 to Point/Station 280.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 300.000(Ft.) Downstream point elevation 278.000(Ft.) Channel length thru subarea l85.000(Ft.) Channel base width 60.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.263(CFS) Depth of flow = 0.008(Ft.), Average velocity Channel flow top width = 60.768(Ft.) Flow Velocity = 0.57(Ft/S) Travel time 5.43 min. Time of concentration = 10.85 min. Critical depth = 0.008(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 O.QOO 1.000 0.263(CFS) 0.567(Ft/s) Rainfall intensity = 4.475 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.087 Subarea runoff = 0.3l8(CFS) for 0.220(Ac.) Total runoff = 0.392(CFS) Total area Depth of flow = O.OlO(Ft.), Average velocity = Critical depth = O.Oll(Ft.) 0.250(Ac.) 0.664(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 280.000 to Point/Station 280.000 **** CONFLUENCE OF MAIN STREAMS **** • • • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.250(AC.) Runoff from this stream 0.392(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 10.85 min. 4.475 (In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.859 15.76 3.518 2 0.392 10.85 4.475 Qmax(l) 1. 000 * 1. 000 * 9.859) + 0.786 * 1.000 * 0.392) + 10.167 Qmax(2) 1. 000 * 0.689 * 9.859) + 1. 000 * 1. 000 * 0.392) + 7.180 Total of 2 main streams to confluence: Flow rates before confluence point: 9.859 0.392 Maximum flow rates at confluence using above data: 10.167 7.180 Area of streams before confluence: 3.270 0.250 Result~ of confluence: Total flow rate = 10.167(CFS) Time of concentration 15.763 min. Effective stream area after confluence 3.520 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 280.000 to Point/Station 212.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 278.000(Ft.) Downstream point elevation 265.000(Ft.) Channel length thru subarea 60.000(Ft.) Channel base width 60.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Manning's 'N' = 0.035 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 10.167(CFS) Depth of flow = 0.057(Ft.) I Average velocity Channel flow top width = 65.696(Ft.) Flow Velocity = 2.84(Ft/s) Travel time 0.35 min. Time of concentration 16.11 min . Critical depth = 0.094(Ft.) 2.840(Ft/s) • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 212.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.520(Ac.) Runoff from this stream 10.167(CFS) Time of concentration = 16.11 min. Rainfall intensity = 3.468(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 226.000 to Point/Station 228.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 70.000(Ft.) Highest elevation = 308.000(Ft.) Lowest elevation = 302.000(Ft.) Elevation difference 6.000(Ft.) Slope = 8.571 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.57 %, in a development type of Permanent Open Space In Accordance with Figure 3-3 Initial Area Time of Concentration 6.60 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 8.571A(1/3)]= 6.60 Rainfall intensity (I) = 6.170(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.065(CFS) Total initial stream area = 0.030(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 228.000 to Point/Station 230.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 302.000(Ft.) Downstream point elevation 295.000(Ft.) Channel length thru pubarea = 120.000(Ft.) Channel base width 90.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel Flow(q) thru subarea = 0.500(Ft.) 0.224(CFS) 0.224(CFS) • • • Depth of flow = 0.007{Ft.), Average velocity Channel flow top width = 90.677{Ft.) Flow Velocity = 0.37{Ft/s) Travel time 5.46 min. Time of concentration = 12.06 min. Critical depth = 0.006{Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 0.366{Ft(s) Rainfall intensity = 4.181{In/Hr) for a 100.0 year storm Effective ~unoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.073 Subarea runoff = 0.242{CFS) for 0.180{Ac.) Total runoff = 0.307{CFS) Total area Depth of flow = 0.008{Ft.), Average velocity = Critical depth = 0.007{Ft.) 0.210{Ac.) 0.415{Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 230.000 to Point/Station 230.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.210{Ac.) Runoff from this stream 0.307{CFS) Time of concentration Rainfall intensity = 12.06 min. 4.181{In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 232.000 to Point/Station 234.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 35.000{Ft.) Highest elevation = 304.000{Ft.) Lowest elevation = 303.000{Ft.) Elevation difference 1.000{Ft.) Slope = 2.857 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 2.86 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 9.51 minutes • • • TC = [1.8*(1.1-C)*distance(Ft.)A.5 )/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 2.857A (1/3)]= 9.51 Rainfall intensity (I) = 4.872(In/Hr) for a 100.0 year stor.m Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.034(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 234.000 to Point/Station 230.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 303.000(Ft.) Downstream point elevation 295.000(Ft.) Channel length thru subarea 115.000(Ft.) Channel base width 25.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.014 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.094(CFS) Depth of flow = 0.005(Ft.), Average velocity Channel flow top width = 25.474(Ft.) Flow Velocity = 0.78(Ft/s) Travel time 2.44 min. Time of concentration = 11.96 min . Critical depth = 0.008(Ft.) Adding area flow to channel Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 1.000 0.094(CFS) 0.784(Ft/S) Rainfall intensity = 4.204(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.032 Subarea runoff = 0.098(CFS) for 0.070(Ac.) Total runoff = 0.132(CFS) Total area Depth of flow = 0.006(Ft.), Average velocity = Critical depth = 0.010(Ft.) 0.090(Ac.) 0.899(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 230.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(Ac.) Runoff from this stream 0.132(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 11.96 min . 4.204(In/Hr) • • • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.307 12.06 4.181 2 0.132 11.96 4.204 Qmax(l) 1. 000 * 1.000 * 0.307) + 0.994 * 1.000 * 0.132) + 0.439 Qmax(2) = 1.000 * 0.991 * 0.307) + 1. 000 * 1. 000 * 0.132) + 0.437 Total of 2 streams to confluence: Flow rates before confluence point: 0.307 0.132 Maximum flow rates at confluence using above data: 0.439 0.437 Area of streams before confluence: 0.210 0.090 Results of confluence: Total flow rate = 0.439(CFS) Time of concentration 12.061 min. Effective stream area after confluence 0.300 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station' 230.000 to Point/Station 212.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 295.000(Ft.) Downstream point elevation 265.000(Ft.) Channel length thru subarea 190.000(Ft.) Channel base width 60.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel = 1.000(Ft.) Flow(g) thru subarea = 0.632(CFS) Depth of flow = 0.012(Ft.), Average velocity Channel flow top width = 61.192(Ft.) Flow Velocity = 0.87(Ft/s) Travel time 3.62 min. Time of concentration = 15.68 min. Critical depth = 0.015(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1. 000 0.632(CFS) 0.874(Ft/S) Rainfall intensity = 3.529(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area • • • CA = 0.214 (Q=KCIA) is C = 0.350 Subarea runoff = Total runoff = 0.315(CFS) for 0.310(Ac.) Depth of flow = Critical depth = 0.754(CFS) Total area 0.013(Ft.), Average velocity = 0.017 (Ft.) 0.610 (Ac.) 0.938(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 212.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.610(Ac.) Runoff from this stream 0.754(CFS) Time of concentration = 15.68 min. Rainfall intensity = 3.529(In/Hr) Summary of stream data: Stream No. 1 2 Qmax(l) Qmax(2) Flow rate (CFS) 10.167 0.754 1. 000 * 0.983 * 1.000 * 1.000 * TC (min) 16.11 15.68 1.000 * 1.000 * 0.973 * 1.000 * 10.167) 0.754) 10.167) 0.754) Total of 2 main streams to confluence: Flow rates before confluence point: 10.167 0.754 Rainfall Intensity (In/Hr) 3.468 3.529 + + 10.907 + + 10.647 Maximum flow rates at confluence using above data: 10.907 10.647 Area of streams before confluence: 3.520 0.610 Results of confluence: Total flow rate = 10.907(CFS) Time of concentration 16.115 min. Effective stream area after confluence 4.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 212.000 to Point/Station 214.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 265.000(Ft.) Downstream point elevation 250.000(Ft.) Channel length thru subarea 105.000(Ft.) Channel base width 40.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 • • • Estimated mean flow rate at midpoint of channel = 10.940(CFS) Manning's 'N' = 0.035 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 10.940(CFS) Depth of flow = 0.085(Ft.), Average velocity 2.915(Ft/s) Channel flow top width = 48.484(Ft.) Flow Velocity = 2.91(Ft/s) Travel time 0.60 min. Time of concentration = 16.72 min. Critical depth = 0.125(Ft.) Adding area flow to channel Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q 10.623(CFS) therefore the upstream flow rate of Q = 10.907(CFS) is being used ~ainfall intensity = 3.387(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.741 CA = 3.136 Subarea runoff = O.OOO(CFS) for 0.100(Ac.) Total runoff = 10.907(CFS) Total area Depth of flow = 0.085(Ft.)", Average velocity = Critical depth = 0.125(Ft.) 4.230 (AC.) 2.912 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.230(Ac.) Runoff from this stream 10.907(CFS) Time of concentration = 16.72 min. Rainfall intensity = 3.387(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 271.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance 45 . 0 0 0 (Ft. ) • • • Highest elevation = 320.970(Ft.) Lowest elevation = 319.850(Ft.) Elevation difference 1.120(Ft.) .Slope = 2.489 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.49 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 2.56 minutes TC = [l.8*(l.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.8700)*( 70.000A.5)/( 2.489A(l/3)]= 2.56 Calculated TC of 2.556 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.257(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 271.000 to Point/Station 272.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 319.850(Ft.) Downstream point elevation 318.470(Ft.) Channel length thru subarea 135.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.014 Maximum depth of channel 0.120(Ft.) Flow(q) thru subarea = 0.513(CFS) Depth of flow = 0.077(Ft.), Average velocity Channel flow top width = 4.928(Ft.) Flow Velocity = 1.68(Ft/s) Travel time 1.34 min. Time of concentration = 3.90 min. Critical depth = 0.086(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Dec'imal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 0.513(CFS) 1. 68 0 (Ft / s ) Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.104 Subarea runoff = 0.513(CFS) for 0.080(Ac.) Total runoff = 0.770(CFS) Total area Depth of flow = 0.096(Ft.), Average velocity = Critical depth = 0.108(Ft.) 0.120 (Ac.) 1.904(Ft/s) • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 272.000 to Point/Station 272.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.120(Ac.) Runoff from this stream 0.770(CFS) Time of concentration Rainfall intensity = 3.90 min. 7.377(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 284.000 to Point/Station 290.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 30.000(Ft.) Highest elevation = 320.700(Ft.) Lowest elevation = 320.400(Ft.) Elevation difference 0.300(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 11.29 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5 )/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 70.000A.5)/( 1.000A(1/3)]= 11.29 Rainfall intensity (I) = 4.361(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.031(CFS) , Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 284.000 to Point/Station 290.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 11.29 min . Rainfall intensity = 4.361(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.610 CA = 0.024 • • • Subarea runoff Total runoff = 0.076(CFS) for 0.020(Ac.) 0.106(CFS) Total area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 290.000 to Point/Station 291.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320.400(Ft.) Downstream point/station elevation 320.270(Ft.) Pipe length 7.75(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.106(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.106(CFS) Normal flow depth in pipe = 2.00(In.) Flow top width inside pipe = 2.83(In.) Critical Depth = 2.37(In.) Pipe flow velocity = 3.05(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 291.000 to Point/Station 272.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 320.270(Ft.) End of street segment elevation = 318.470(Ft.) Length of street segment 130.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 12.000(Ft.) Distance from crown to crossfall grade break 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.143(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.415(Ft.) Flow velocity = 1.74(Ft/s) Travel time = 1.25 min. Adding area flow to street Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 TC = A 0.000 B 0.000 C 0.000 D 1.000 12.58 min. 0.225(CFS) 1.739(Ft/s) • • • Rainfall intensity = 4.068(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA = 0.103 Subarea runoff 0.311(CFS) for Total runoff = 0.418(CFS) Street flow at end of street = 0.090 (Ac.) Total area = 0.418(CFS) 0.418(CFS) o .130(Ac.) Half street flow at end of street Depth of flow = 0.176(Ft.), Average Flow width (from curb towards crown)= velocity = 1.787(Ft/s) 4.032(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 272.000 to Point/Station 272.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.130(Ac.) Runoff from this stream 0.418(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 12.58 min. 4.068(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.770 3.90 7.377 2 0.418 12.58 4.068 Qmax(l) 1.000 * 1. 000 * 0.770) + 1. 000 * 0.310 * 0.418) + 0.900 Qmax(2) 0.551 * 1.000 * 0.770) + 1. 000 * 1. 000 * 0.418) + 0.842 Total of 2 streams to confluence: Flow rates before confluence point: 0.770 0.418 Maximum flow rates at confluence using above data: 0.900 0.842 Area of streams before confluence: 0.120 0.130 Results of confluence: Total flow rate = 0.900(CFS) Time of concentration 3.895 min. Effective stream area after confluence 0.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 272.000 to Point/Station 254.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width 318 .470 (Ft. ) 317 .200 (Ft. ) 125.000(Ft.) 3.000 (Ft.) Slope or 'Z' of left channel bank = 12.500 • • • Slope or 'Z' of right channel bank = 12.500 !!Warning: water is above left or right bank elevations ! !Warning: water is above left or right bank elevations !!Warning: water is above left or right bank elevations ! !Warning: Water is above left or right bank elevations !!Warning: water is above left or right bank elevations Estimated mean flow rate at midpoint of channel 1.725(CFS) Manning's 'N' = 0.014 Maximum depth of channel 0.120(Ft.) Flow(g) thru subarea = 1.725(CFS) Depth of flow = 0.144(Ft.), Average velocity 2.516(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 6.000(Ft.) Flow Velocity = 2.52(Ft/s) Travel time 0.83 min. Time of concentration 4.72 min. Critical depth = 0.166(Ft.) ERROR -Channel depth exceeds maximum allowable depth Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effect~ve/runoff coefficient used for total area (Q=KCIA) is C = 0.845 CA = 0.355 Subarea runoff = 1.719(CFS) for 0.170(Ac.) Total runoff = 2.619(CFS) Total area = 0.420(Ac.) Depth of flow = 0.177(Ft.), Average velocity = 2.974(Ft/s) ! !Warning: Water is above left or right bank elevations ERROR -Channel depth exceeds maximum allowable depth Critical depth = 0.211(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 254.000 to Point/Station 254.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.420(Ac.) Runoff from this stream 2.619(CFS) Time of concentration Rainfall intensity = 4.72 min. 7.377(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 252.000 to Point/Station 253.090 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 • • • [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 45.000(Ft.) Highest elevation = 320.020(Ft.) Lowest elevation = 318.930(Ft.) Elevation difference 1.090(Ft.) Slope = 2.422 % INIT~AL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.42 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 2.58 minutes TC = [l.8*(l.1-C)*distance(Ft.)A.5 )/(% slopeA(l/3)] TC = [1.8*(1.1-0.8700)*( 70.000 A.5)/( 2.422A(l/3)]= 2.58 Calculated TC of 2.579 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.449(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 253.000 to Point/Station 254.DOO **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width 318.930(Ft.) 317.200(Ft.) 100.000(Ft.) 3.000(Ft.) Slope or 'Z' of left channel bank = 12.500 Slope or 'Z' of right channel bank = 12.500 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.014 Maximum depth of channel 0.120(Ft.) Flow(q) thru subarea = 1.252(CFS) Depth of flow = 0.108(Ft.), Average velocity Channel flow top width = 5.712(Ft.) Flow Velocity = 2.65(Ft/s) Travel time 0.63 min. Time of concentration = 3.21 min. Critical depth = 0.141(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 1.252(CFS) 2.648(Ft/s) Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.278 Subarea runoff = 1.605(CFS) for 0.250(Ac.) • • • Total runoff = 2.054(CFS) Total area = 0.320(Ac.) Depth of flow = 0.138(Ft.), Average velocity = 3.165(Ft/s) ! !Warning: Water is above left or right bank elevations ERROR -Channel depth exceeds maximum allowable depth Critical depth = 0.184(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 254.000 to Point/Station 254.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.320(Ac.) Runoff from this stream 2.054(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 3.21 min. 7.377(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.619 4.72 7.377 2 2.054 3.21 7.377 Qmax (1) 1. 000 * 1.000 * 2.619) + 1.000 * 1. 000 * 2.054) + 4.673 Qmax (2) 1.000 * 0.679 * 2.619) + 1.000 * 1. 000 * 2.054) + 3.833 Total of 2 streams to confluence: Flow rates before confluence point: 2.619 2.054 Maximum flow rates at confluence using above data: 4.673 3.833 Area of streams before confluence: 0.420 0.320 Results of confluence: Total flow rate = 4.673(CFS) Time of concentration 4.723 min. Effective stream area after confluence 0.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 254.000 to Point/Station 258.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 317.200(Ft.) Downstream point elevation 311.500(Ft.) Channel length thru subarea = 100.000(Ft.) Channel base width 8.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 1.500(Ft.) 4.720 (CFS) • • • Flow(q) thru subarea = 4.720(CFS) Depth of flow = 0.181(Ft.), Average velocity Channel flow top width = 8.722(Ft.) Flow Velocity = 3.13(Ft/S) Travel time 0.53 min. Time of concentration = 5.26 min. Critical depth = 0.217(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 The area added to the existing stream causes a a lower flow rate of Q 4.600(CFS) 3.127(Ft/s) therefore the upstream flow rate of Q = 4.673(CFS) is being used Rainfall intensity = 7.143 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.836 CA = 0.644 Subarea runoff = Total runoff = Depth of flow = Critical depth = O.OOO(CFS) for 0.030(Ac.) 4.673(CFS) Total area 0.179(Ft.), Average velocity = 0.215(Ft.) 0.770(Ac.) 3.115(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 258.000 to Point/Station 258.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.770(Ac.) Runoff from this stream 4.673(CFS) Time of concentration 5.26 min. Rainfall intensity = 7.143 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 262.000 to Point/Station 264.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 50.000(Ft.) Highest elevation = 318.000(Ft.) Lowest elevation = 317.220(Ft.) Elevation difference 0.780(Ft.) Slope = 1.560 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) • • • for the top area slope value of 1.56 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 10.73 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5 )/(% slopeA(1/3)] TC = [1.8*(1.1-0.3500)*( 85.000A.5)/( 1.560A(1/3)]= 10.73 Rainfall intensity (I) = 4.508 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.063(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 262.000 to Point/Station 264.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 10.73 min. Rainfall intensity = 4.508(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.523 CA = . 0.031 Subarea runoff 0.078(CFS) for 0.020(Ac.} Total runoff = 0.142(CFS) Total area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 297.000 to Point/Station 264.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 10.73 min. Rainfall intensity = 4.508(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.662 CA = 0.066 Subarea runoff 0.157(CFS) for 0.040(Ac.) Total runoff = 0.298(CFS) Total area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 264.000 to point/station 258.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 317 . 220 (Ft. ) • • • Downstream point elevation = Channel length thru subarea Channel base width 311.500(Ft.) 200.000(Ft.) 5.500(Ft.) Slope or 'Z' of left channel bank = Slope or 'Z' of right channel bank = 5.500 5.500 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.363(CFS) Depth of flow = 0.059(Ft.)/ Average velocity Channel flow top width = 6.152(Ft.) Flow Velocity = 1.05(Ft/S) Travel time 3.17 min. Time of concentration = 13.90 min. Critical depth = 0.051(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value/ Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 0.363(CFS) 1.051(Ft/S) Rainfall intensity = 3.815(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.534 CA = 0.091 Subarea runoff = 0.048(CFS) for 0.070(Ac.) Total runoff = 0.346(CFS) Total area Depth of flow = 0.058(Ft.) / Average velocity = Critical depth = 0.049(Ft.) 0.170(Ac.) 1.033(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 258.000 to Point/Station 258.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.170(Ac.) Runoff from this stream 0.346(CFS) Time of concentration 13.90 min. Rainfall intensity = 3.815(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 266.000 to Point/Station 268.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C = Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value/ Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 44.000(Ft.) • • • Highest elevation = 315.500(Ft.) Lowest elevation = 314.430(Ft.) Elevation difference 1.070(Ft.) Slope = 2.432 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.43 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 9.26 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5 )/(% slopeA(l/3)] TC = [1.8*(1.1-0.3500)*( 85.000 A.5)/( 2.432A(l/3)]= 9.26 Rainfall intensity (I) = 4.959(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.017(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 268.000 to Point/Station 258.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 314.430(Ft.) Downstream point elevation 311.500(Ft.) Channel length thru subarea 200.000(Ft.) Channel base width 5.500(Ft.) Slope or 'Z' of left channel bank = 5.500 Slope or 'Z' of right channel bank = 5.500 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.OS2(CFS) Depth of flow = 0.023(Ft.), Average velocity Channel flow top width = 5.750(Ft.) Flow Velocity = 0.41(Ft/s) Travel time = 8.20 min. Time of concentration = 17.45 min. Critical depth = 0.014(Ft.) Adding area flow to channel Decimal fraction soil group A .Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 0.052(CFS) 0.407(Ft/S) Rainfall intensity = 3.294(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.017 Subarea runoff = 0.040(CFS) for 0.040(AC.) Total runoff = 0.058(CFS) Total area Depth of flow = 0.024(Ft.), Average velocity = Critical depth = O.OlS(Ft.) 0.050(Ac.) 0.423(Ft/sY ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 258.000 to Point/Station 258.000 • • • **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = O'.O'5O'(Ac.) Runoff from this stream O'.O'58(CFS) Time of concentration = 17.45 min. Rainfall intensity = 3.294(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 4.673 5.26 7.143 2 0'.346 13.90' 3.815 3 0'.0'58 17.45 3.294 Qmax(l) 1. 0'0'0' * 1.0'0'0' * 4.673) + 1.0'0'0' * 0'.378 * 0'.346) + 1. 0'0'0' * 0'.30'1 * 0'.0'58) + 4.821 Qmax(2) 0'.534 * 1.0'0'0' * 4.673) + 1. 0'0'0' * 1.0'0'0' * 0'.346) + 1. 0'0'0' * 0'.797 * 0'.0'58) + 2.887 Qmax(3) 0'.461 * 1. 0'0'0' * 4.673) + 0'.864 * 1.0'0'0' * 0'.346) + 1. 0'0'0' * 1.0'0'0' * 0'.0'58) + 2.511 Total of 3 streams to confluence: Flow rates before confluence point: 4.673 0'.346 0'.0'58 Maximum flow rates at confluence using above data: 4.821 2.887 2.511 Area of streams before confluence: 0'.770' 0'.170' 0'.0'50' Results of confluence: Total flow rate = 4.821(CFS) Time of concentration 5.256 min. Effective stream area after confluence O'.99O'(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 258.0'0'0' to Point/Station 260'.0'0'0' **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 311.5O'O'(Ft.) Downstream point/station elevation 3O'6.O'O'O'(Ft.) pipe length 2O'.O'O'(Ft.) Manning's N = 0'.0'11 No. of pipes = 1 Required pipe flow 4.821(CFS) Nearest computed pipe diameter 9.O'O'(In.) Calculated individual pipe flow 4.821(CFS) Normal flow depth in pipe = 4.34(In.) Flow top width inside pipe = 8.99(In.) Critical depth could not be calculated. Pipe flow velocity = 22.85(Ft/s) Travel time through pipe 0'.0'1 min. • • • Time of concentration (TC) 5.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 258.000 to Point/Station 260.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 Time of concentration = 5.27 min. Rainfall intensity = 7.131(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.752 CA = 0.759 Subarea runoff = 0.592(CFS) for 0.020(Ac.) Total runoff = 5.413(CFS) Total area = 1.010{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 260.000 to Point/Station 244.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 306.000{Ft.) Downstream point elevation 275.000(Ft.) Channel length thru subarea 110.000{Ft.) Channel base width 60.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 5.958(CFS) Depth of flow = 0.038(Ft.), Average velocity Channel flow top width = 63.833(Ft.) Flow Velocity = 2.51(Ft/s) Travel time 0.73 min. Time of concentration = 6.00 min. Critical depth = 0.066(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 5.958(CFS) 2.511(Ft/s) Rainfall intensity = 6.558(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.597 CA = 0.980 Subarea runoff 1.011{CFS) for 0.630(Ac.) Total runoff = 6.424(CFS) Total area = 1.640{Ac.) • • • Depth of flow = Critical depth = 0.040(Ft.), Average velocity 0.069 (Ft.) 2.585(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 244.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.640(Ac.) Runoff from this stream 6.424(CFS) Time of concentration Rainfall intensity = 6.00 min. 6.558(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 242.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 94.000(Ft.) Highest elevation = 321.360(Ft.) Lowest elevation = 317.000(Ft.) Elevation difference = 4.360(Ft.) Slope = 4.638 % Top of Initial Area Slope adjusted by User to 3.333 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.33 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 9.04 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5 )/(% slopeA(l/3)] TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 3.333A(l/3)]= 9.04 Rainfall intensity (I) = 5.036(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.035(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 242.000 to Point/Station 244.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 317.000(Ft.) Downstream point elevation 275.000(Ft.) Channel length thru subarea 265.000(Ft.) Channel base width 12.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel 0.097 (CFS) • • • Manning's 'N' = 0.035 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.097(CFS) Depth of flow = 0.010(Ft.), Average velocity Channel flow top width = 13.009(Ft.) Flow Velocity = 0.77(Ft/s) Travel time 5.75 min. Time of concentration = 14.78 min. Critical depth = 0.012(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1.000 0.768(Ft/s) Rainfall intensity = 3.666(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.032 Subarea runoff = 0.080(CFS) for 0.070(Ac.) Total runoff = 0.115(CFS) Total area Depth of flow = O.Oll(Ft.), Average velocity = Critical depth = 0.014(Ft.) 0.090 (Ac.) 0.821(Ft/s) ++++++++++++++++++++++++++++0++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 244.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.090(Ac.) Runoff from this stream 0.115(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 14.78 min. 3.666(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 6.424 6.00 2 0.115 14.78 Qmax(l) 1. 000 * 1. 000 * 6.424) 1. 000 * 0.406 * 0.115) Qmax(2) 0.559 * 1.000 * 6.424) 1. 000 * 1. 000 * 0.115) Total of 2 streams to confluence: Flow rates before confluence point: 6.424 0.115 Rainfall Intensity (In/Hr) 6.558 3.666 + + 6.471 + + 3.707 Maximum flow rates at confluence using above data: 6.471 3.707 Area of streams before confluence: • • • 1.640 0.090 Results of confluence: Total flow rate = 6.471{CFS) Time of concentration 6.001 min. Effective stream area after confluence = 1. 730 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 246.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 27S.000{Ft.) Downstream point elevation 265.000{Ft.) Channel length thru subarea SO.OOO{Ft.) Channel base width 2S.000{Ft.) Slope or 'Z' of left channel bank = SO.OOO Slope or 'Z' of right channel bank = SO.OOO Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel O.SOO{Ft.) Flow{q) thru subarea = 6.S27{CFS) Depth of flow = 0.074{Ft.), Average velocity Channel flow top width = 32.382{Ft.) Flow Velocity = 3.08{Ft/S) Travel time 0.27 min. Time of concentration = 6.27 min. Critical depth = 0.118{Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.3S0 0.000 0.000 0.000 1.000 6.S27{CFS) 3.082{Ft/s) Rainfall intensity = 6.374{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C'= 0.S80 CA = 1.022 Subarea runoff = 0.041{CFS) for 0.030{Ac.) Total runoff = 6.S12{CFS) Total area Depth of flow = 0.074{Ft.), Average velocity = Critical depth = 0.118(Ft.) 1. 760 (Ac.) 3.080(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 246.000 to Point/Station 246.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.760(Ac.) Runoff from this stream 6.S12(CFS) Time of concentration 6.27 min. Rainfall intensity = 6.374(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • • • Process from Point/Station 248.000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 60.000(Ft.) Highest elevation = 296.000{Ft.) Lowest elevation = 290.000{Ft.) Elevation difference 6.000{Ft.) Slope = 10.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) 250.000 for the top area slope value of 10.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 6.27 minutes TC = [l.8*{1.1-C)*distance{Ft.)A.5 )/{% slopeA(l/3)] TC = [1.8*(1.1-0.3500)*{ 100.000A.5)/{ 10.000A{1/3)]= 6.27 Rainfall intensity (I) = 6.378{In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.268{CFS) Total initial stream area = 0.120 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 246.000 **** IMPROVED CHANNEL TRAVEL TIME **** 2 9 0 . 0 0 0 (Ft. ) 265.000{Ft.) Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width 8 0 . 0 0 0 (Ft . ) 40 . 000 (Ft. ) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 1.000(Ft.) Flow{q) thru subarea = 0.446{CFS) Depth of flow = 0.010{Ft.), Average velocity Channel flow top width = 41.005{Ft.) Flow Velocity = 1.10{Ft/S) Travel time 1.22 min. Time of concentration = 7.48 min. Critical depth = 0.016{Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 0.000 = 0.000 0.000 -1. 000 0.446(CFS) 1.096{Ft/s) • • • Sub-Area C Value = 0.350 Rainfall intensity = 5.688(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.098 Subarea runoff = 0.290(CFS) for 0.160(Ac.) Total runoff = 0.557(CFS) Total area 0.280(Ac.) 1.197(Ft/s) Depth of flow = O.Oll(Ft.) I Average velocity = Critical depth = 0.018(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 246.000 to Point/Station 246.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream 0.557(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 7.48 min. 5.688(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.512 6.27 6.374 2 0.557 7.48 5.688 Qmax(l) 1.000 * 1.000 * 6.512) + 1.000 * 0.838 * 0.557) + 6.979 Qmax(2) 0.892 * 1.000 * 6.512) + 1.000 * 1.000 * 0.557) + 6.369 Total of 2 streams to confluence: Flow rates before confluence point: 6.512 0.557 Maximum flow rates at confluence using above data: 6.979 6.369 Area of streams before confluence: 1.760 0.280 Results of confluence: Total flow rate = 6.979(CFS) Time of concentration 6.271 min. Effective stream area after confluence 2.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 246.000 to Point/Station 214.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 265.000(Ft.) Downstream point elevation 250.000(Ft.) Channel length thru subarea 80.000(Ft.) Channel base width 15.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 • • Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 1.000(Ft.) Flow(g) thru subarea = 7.014(CFS) Depth of flow = 0.101(Ft.), Average velocity Channel flow top width = 25.150(Ft.) Flow Velocity = 3.44(Ft/S) Travel time 0.39 min. Time of concentration = 6.66 min. Critical depth = 0.158(Ft.) Adding area flow to channel Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C = Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 0.000 0.000 1.000 The area added to the existing stream causes a a lower flow rate of Q 6.952(CFS) 7.014(CFS) 3.442(Ft/S) therefore the upstream flow rate of Q = 6.979(CFS) is being used Rainfall intensity = 6.133(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.545 CA = 1.134 Subarea runoff = O.OOO(CFS) for 0.040(Ac.) Total runoff = 6.979(CFS) Total area Depth of flow = 0.101 (Ft.)-, Average velocity = 2.080(Ac.) 3.437(Ft/s) Critical depth = 0.157(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.080(Ac.) Runoff from this stream 6.979(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 6.66 min. 6.133 (In/Hr) Stream No. Flow rate (CFS) TC (min) 1 10.907 16.72 2 6.979 6.66 Qmax(l) 1. 000 * 1.000 * 10.907) 0.552 * 1. 000 * 6.979) Qmax(2) 1. 000 * 0.398 * 10.907) 1. 000 * 1.000 * 6.979) Total of 2 main streams to confluence: Rainfall Intensity (In/Hr) 3.387 6.133 + + 14.762 + + 11. 324 • • • Flow rates before confluence point: 10.907 6.979 Maximum flow rates at confluence using above data: 14.762 11.324 Area of streams before confluence: 4.230 2.080 Results of confluence: Total flow rate = 14.762(CFS) Time of concentration = 16.715 min. Effective stream area after confluence End of computations, total study area = 6.310(Ac.) 5.900 (Ac.) "<":0 ': , .. J . :' "~I !:;'I f ~ . ~ ! i , I -,.-" 1 ;J --'" I, ',' ':' , :;~ --.;". ,---.. , . . ' ~ . 1 .~-, i'._ .~ " f ;::' r·" ,'. • /> -~ 0 -CD c. ..2 en t; e -en Figure 2-2 n =0 030 n =0 015 n = 0.0175 20 15 r .. . il . 10 9 8 7 6 5 4 3 2.5 2 1.5 1 ~~~~---------'~------~~~~-------r~~~----------------~ 0.9 0.8 0.7 0.6 0.5 0.4 1 2 3 I>· 4 5 6 7 8 910 ~ ~<).; 20. 3 ~($1 ~ 40 50 30 Discharge (ft Is) ~ ~ Figure 2-2 6-inch Gutter and Roadway Discharge-Velocity Chart ~%~~ 0-"7 , 7" '? San Diego County Drainage Design Manual (May 2005) o(?>., ~ <:::7-e~< Page 2-13 ~ ~ • • • EI Camino Real Inlet Hydraulics El Camino Real slope gradient at Inlet 0.63% 3 QI L = 0.7(a + y)2 Q = interception capacity of the curb inlet (7.01 cfs) y = depth of flow approaching the curb inlet (0.45 -figure 2-2) a depth of depression of curb at inlet (0.33') L = length of clear opening of inlet for total interception 3 7.011 L = 0.7(0.45 +0.33)2 L = 14.5' = 15' opening (16' box) I:\041109\HYDROLOGY\Construction Change\0409-SUPP HYD ~l,'ORT.doc I J .j ! ',' ;. :: ., ~:'. i ' .", ',' ., I :' ! , j j 1 i I ;:-. '1 L /' '"