The URL can be used to link to this page

Home My WebLink AboutCT 97-13; Carlsbad Oaks North; Hydrology/Hydraulic Study (MAY 2008); 2008-05-01HYDROLOGY STUDY FOR CARLSBAD OAKS NORTH PHASE 3 CT 97-13-03 Job No. 961005 Prepared: FEBRUARY 2008 Revised: MAY 2008 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West Suite 100 Carlsbad, Califomia 92010 Tel: (760)931-7700 Fax: (760)931-8680 Tim Carroll RCE 55381 Exp. 12/31/08 Date TABLE OF CONTENTS SECTION 1 SECTION 2 INTRODUCTION PROCEDURE Vicinity Map Intensity-Duration Design Chart Isopluvial Maps 100-Year, 6-Hour 100-Year, 24-Hour San Diego County Soils Interpretation Study Runoff Coefficients Nomograph for Determination of Tc for Natural Watersheds Urban Areas Overland Time of Flow Curves SECTIONS BASIN 1 Hydrology 100 year Analysis Hydraulics Hydraulic Cjrade Line SECTION 4 INLET SIZING SECTION 5 TEMPORARY DESILTATION BASINS APPENDIX Rancho Carlsbad Channel & Basin Project POCKET SECTION 1 INTRODUCTION The purpose ofthis study is to analyze the proposed conditions for Phase 3 of Carlsbad Oaks North Industrial Park. The 414 acre site is located east of El Camino Real and north of Palomar Airport Road in the City of Carlsbad. The completed project will include 23 mass graded lots and the extensions of Faraday Avenue to the City of Vista, and El Fuerte Street to an intersection with Faraday Avenue. Drainage facilities are designed to meet the requirements stated in the "Standards for Design and Constmction of Public Works Improvements in the City of Carlsbad." All calculations shown here are for ultimate development. Calculations for "Temporary Drainage" are done only where this temporary condition creates greater flow than the ultimate condition. Increases in runoff, including runoff from upstream of the project are accounted for by the detention basin formed by Faraday Avenue. This detention basin design is covered by "Rancho Carlsbad Channel & Basin Project" by Rick Engineering Company (see Appendix). This basin is built on a fork of Agua Hedionda Creek, which runs east to west along the southerly third of the site. The storm drain for this phase of the project ties into Phase 2 of Carlsbad Oaks North, that portion ofthe project is covered by "Hydrology and Hydraulic Study for Carlsbad Oaks North Phase 2," on file at the City of Carlsbad. PROCEDURE The hydrology study followed the procedure in the 1985 San Diego County Drainage Manual for a 100-year storm. For this location, ?6 = 2.8 and P24 = 4.9. Times of concentiration were based on the following: For Natural Areas: Tc 60 11.9 L^ +10 minutes H For Urban Areas: Tc = 1.8 (1.1 -QNID , with a minimum of 5 minutes is Additional time in pipes or channels was based on the average velocity in those facilities. Intensity was determined by: I = 7.44 P6 T6 •^''^ I;\961005\HYDROLOGY\PHASE 3\Rpt_Phase3.doc The rational method was used to determine flows: Q = CIA, where Q = flow in cubic feet per second C = nmoff coefficient, based on land use and soil type. For this project, the soil type is 'B' for the northem half, 'C for the wetiands and 'D' for the southerly slopes (see Section 2). I = intensity A - area, in acres Phase 1 of this project, including the down-stream pipes for Phases 2 and 3, was designed prior to the adoption of the 2003 San Diego County Hydrology Manual. The 2003 manual states: "This manual should not be used when there is already an established flood flow." Therefore, the hydrologic analyses are being performed according to the 1985 San Diego County Hydrology Manual. A Hydraulic Study was then done to confinn pipe sizes and eliminate pressure flow whenever possible. To be conservative, the diversion of "low-flows" into pollution basins at diverter boxes was ignored. The advanced Engineering software (AES) Pipeflow Hydraulics computer program was used to calculate the hydraulics of the storm drain pipe system for the ultimate conditions of the proposed site. The program estimates the gradually varying water surface profile by balancing the energy equation at user-specific locations. The AES pipeflow program analyzes both the supercritical and subcritical flow. From this program the hydraulic grade line, the energy grade line and losses were determined for the ultimate conditions. The head loss computations were based on LACRD, LACFCD, and OCEMA current design manuals. The junction analysis was based on the L.A. Thomas equation. SUMMARY The Hydrologic Analysis performed during the Phase 1 portion of the project showed that Basin 1 generated 385.5 cfs of runoff fi-om 112.13 acres. The analysis of the same basin for Phase 2 showed an increase in runoff of 20.4 cfs to 416.4 cfs for Basin 1. The analysis of the same basin for Phase 3 showed an additional increase of 1.1 cfs for Basin 1. The overall increase in mnoff into Agua Hedionda Creek is acceptable due to the previously mentioned detention basin formed by the Faraday Avenue and El Fuerte Street as designed by Rick Engineering Company for the "Rancho Carlsbad Channel & Basin Project" (see Appendix). I:\961005\HYDROLOGY\PHASE 3\Rpt_Phase3.doc SECTION 2 CITY OF ^ OCEANSIDE HIGHWAY! PACIFIC OCEAN BUSINESS PARK DR. CITY or ENCINITAS VICINITY MAP NO SCALE Directions for Appllcationr: U From precipitation maps determine 6 hr. 24 hr. amolints for the selected frequen These maps are printed.In the County Hy Manual (10, 50 and 100 yr. maps include Design and Procedure Manual). 2) Adjust 6 hr.'precipitation (if necessar that it is within the range of 45X to 6 the 24 hr. precipitation. (Mot applica to Desert) 3) Plot 6 hr. precipitation bn the right s of the chart. 4) Draw a line through 'the point parallel plotted lines. * 5) This line is the Intensity-duration cur the location being analyzed. Application Form: 0) Selected Frequency 1 yr. 1) P< Jn., P24- 2) Adjusted *Pg- . 3) tc" 4) I • in/hr. '24 in. In. *Not Applicable to Desert Region This chart replaces, the Intensity- { Duration-Frequency curves used since * 1965. r COUNTY OF SAN OIEGO OEPARTHENT OF SANITATION 6- FLOOO CONTaOL IO •o cc 33 CZ A] rn ?o 33- 30' 15' '•5' U.S. Dt PAR TMtK I" OF COMMERCE Al. OCKANIC ANO AY: SPECIAL STUUltS UliAMCII. Or i-'iCli Of II 30' 100-YEAR. 24-IIOljR PRECIPITATION -2flvlS0PLUVIALS oV 100 -YEAR 24-HOUn pnEciPiTATioli IN WHS OF AN IMCII I CUUTTTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL ro o 21 o c :^ m SI 100-YEAR 6-HOUR PRECIPITATIOM -20> ISOPLUVIALS lOO-YEAJl 6-HOUn PRECIFilWl IH SLii:; SPECIAL STUDIES DRANCH, OFFICE OF II 3Q» _ 116 U.S. DEPARTMEN NATIONAL OCEANIC AND ATS C.SHIIEKIC A»"|'"""*J!°!! (i TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Residential: Single Family Huiti-Units Mobile homes Rural (lots greater than 1/2 acre) Commerci al (2) 80% Impervious Industrial (2) 90% Impervious Coefficient. C - Soil Type(U A B C 0 M .50 .55. M .50 .60 .70 M .50 .55 .65 .30 .35 M .'•5 .70 .75 .80 .85 .80 .85 .90 .95 NOTES: (^Obtain soil type from Appendices IX-CI thru IHL-Zk. (2)where actual^conditions deviate significantly from the tabulated impervious- ness values of 80% or 90%, the values given for coefficient C. may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, fn no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil. Actual imperviousness • 50% Tabulated imperviousness - 80% . Revised C - 50 ^ 0.85 • 0.53 80 FIGURE 144 III.199 APPENDIX IX-B H —sroao -4 aaa -2ooo —zaaa 7c I .385 ^/77e of co/JCe/t/raJ/'arr e/ZSec^/Ve shoe //na (See //ppcm/ixY ai) ^ /?> /iff/as v^/aaa ^ SOO - aao TOO 60O \ JO 'SOO -400 .360 -20O '/ao \ S — 4- \ 2- \ \ - \ - -SO -40 — 30 - ZO as- i AOD TEN MINUTES TO \ \ COMPUTED TIME OF CON- \ I CENTRATION- — /O iFIGURE i4.13 rse/ 4 — 1^4^0 --SOOO' \ 2000 —/aoo — /£ao — /<4O0 — /2oa — /ooo — 900 '800 — roo — SOO -SOO — 400 — 300 \ /i^/»u/es /ao /£a ./oo 90 ao ro -so so — 40 — 30 -ZO • /a • /s /* /2 -/a • 9 a 7 • 6 — 4 — 3 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES OESIGN MANUAL APPROVED •• ^t^^^, ^Tr- NOMOGRAPH FOR OETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS SOO : I e/rg//i a/" /r/owif • SCO /A S/o/aa ' AO y« CaeMc/a/7/ o/ /?u/7o//. C • SO _ /_fcv_' SAN OIEGO CCUNTY CEPARTME.MT OF SPECIAL OISTRICT SE.RVICES DESIGN .MANUAL U33AN AREAS OVE.^LANO TIME OF FLOW CURV'S PART 2 CONSTRUCTION WTERIALS SECTION 200 - ROCK MATERIALS 200-1.1 General (p. 66) Add: "Alternate Rock Materials - Tvoe "S" « scribed In Section 400 n,ay be used. less specHI- cally prohibited In Speclal Provisions"! ^ 200-1.6 Stone for Riprap (p. 69) 'Idual cla$5es of rocks conform to the follow; PERCENTAGE. URGER T^N* JrotectTon lUtlV'^^i ^'^^^^^ °' ^"^"^^ slope protection shall conform to the following: CUSSES Rock Sizes 2 Ton 1 Ton 1/2 Ton 1 1/4 Ton No. 2 Backing No. 3 Backing 4 Ton 2 Ton I Ton 1/2 Ton 1/4 Ton 200 Ib 75 Ib 25 lb 5 Ib 1 Ib fTfc.., 0-5 50-100 95-100 0-5 50-100 95-100 0-5 50-100 95-100 0-5 50-100 95-100 0-5 25-75 90-100 0-5 25-75 90-100 size iTIted n+K ! K ^^'^ smallest icST?an«':Tth1L" determined on' a weigh"? llVl t^e fo^aT ^th Pf'"'=«"+«9« shown In the Of any clasi ofr^''^" Individual pieces Dieces larnJ +h ^ """"^^ °^ Individual ulTe%i:iZf'cUsl':' ^"^"^^^ "^•^''^ 'n the. •200-1.6.1 Selection of Riprap and Filter Blanket HoterT51 Vel. Rock iRIprap IFt/Sec Class Thick- M) I (2) ness "T" No. 3| Back- 6-7 Ing .6 No. 2 Back-I 7-8 I Ing | 1.0 Fac- 8-9.5 Ing 1.4 9.5-11 Light 2.0 1/4 n-13| Ton 2.7 1/2 13-151 Ton 3.4 15-1711 Ton 4.3 .17-20 2 Ton 5.4 filter Blanket (3) H)per Layer(s) Opt. 1 Opt. 2| Sec. Sec. 200 400 lOpt. 3 <4) I (4) I (5) 3/16" C2 O.G. 1/4" B3 O.G. 3/8" D.G. 1/2" 3/4", 1 1/2" P.B. 3/4" 1" — 3/4", 1 1/2" P.B. 1/2" ILower I ILayerI (6) 3/4", 1 1/2" P.B. I Sandi Sand I Type B Sand Type B Sand (1) Average velocity In pipe or bottoin velocity In energy dissipator, whichever Is greaterT iot*^!'n*^Kr'''"P '""^ "'"ket class Is not available, use next larger class. SECTION 3 Basin 1 Hydrology C605P1.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software, (c) 1993 version 3.2 Rational method hydrology program based on San Diego county Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 01/31/08 CARLSBAD OAKS NORTH PROPOSED - BASIN 1 G:\ACCTS\961005\C605Pl.OUT PHASE 3 ********* Hydrology Study control information ********** O'Day consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 nour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 4.900 Adiusted 6 hour precipitation (inches) = 2.800 P6/P24 =57.1% san Diego hydrology manual 'C values used Runoff coefficients by rational method process from Point/Station 105.000 to Point/Station 105.500 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] initial subarea flow distance = 100.00(Ft.) Highest elevation = 490.00(Ft.) Lowest elevation = 488.00(Ft.) Elevation difference = 2.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.57 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(100.00A.5)/( 2.00A(l/3)]= 3.57 Setting time of concentration to 5 minutes Rainfall intensity (i) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.627(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 105.500 to Point/Station 106.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width Slope or 'Z' of left channel bank = 20.000 Page 1 488.00(Ft.) 480.00(Ft.) 400.00(Ft.) 0.000(Ft.) C605P1.OUT Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = Flow(q) thru subarea = 6. Depth of flow = 0.297(Ft.), Channel flow top width = 11,862(Ft.) Flow Velocity = 3.92(Ft/s) Travel time = 1.70 min. Time of concentration = 6.70 min. critical depth = 0.375(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 1.000(Ft.) ,898(CFS) Average velocity = 6.898(CFS) 3.922(Ft/s) Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type Rainfall intensity = group B = 1.000 group group = 0.000 = 0.000 ] 6.108(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.850 Subarea runoff = 10.384(CFS) for 2.000(Ac.) Total runoff = ll.Oll(CFS) Total area = 2.10(Ac.) Process from Point/station **** SUBAREA FLOW ADDITION **** 106.000 to Point/Station 106.000 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type Time of concentration Rainfall intensity = group A group B group C group D 0.000 1.000 0.000 0.000 6.70 min. ,108(ln/Hr) for a Runoff coefficient used for sub-area. Rational Subarea runoff = 9.346(CFS) for 1.800(Ac.) Total runoff = 20.357(CFS) Total area = 100.0 year storm method,Q=KCIA, C = 0.850 3.90(Ac.) Process from Point/Station 106.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 470.00(Ft.) Downstream point/station elevation = 442.20(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.357(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 20.357(CFS) Normal flow depth in pipe = 7.10(in.) Flow top width inside pipe = 17.59(ln.) Critical depth could not be calculated. Pipe flow velocity = 31.40(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6,74 min. Process from Point/Station 106,000 to Point/Station 107,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.900(Ac.) Page 2 C605P1.OUT Runoff from this stream = 20.357(CFS) Time of concentration = 6,74 min. Rainfall intensity = 6.083(ln/Hr) Process from Point/Station 108.000 to Point/Station 109,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = O.OOO Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 25.00(Ft,) Highest elevation = 487,00(Ft,) Lowest elevation = 486.50(Ft,) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-c) = 1.79 min. TC = [1.8*(l.l-C)*distanceA,5)/(% slopeA(i/3)] TC = [l,8*(l.l-0,8500)*( 25.00A.5)/( 2,00A(l/3)]= 1.79 Settinq time of concentration to 5 minutes Rainfall intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.063(CFS) Total initial stream area = 0.010(Ac) Process from Point/Station 109,000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 107.000 Top of Street segment elevation = 486.500(Ft.) End of street segment elevation = 454.500(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(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(ln.) Manning's N in gutter = 0.0150 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 = 0.081(Ft.), Averaqe velocity = Streetflow hydraulics at midpoint of street travel. Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.36(Ft/s) Travel time = 4.94 min. TC = 9.94 min. Adding area flow to street user specified 'C' value of 0.730 given for subarea 4.735(ln/Hr) for a 100.0 year storm 0.092(CFS) 2.360(Ft/s) Rainfall intensity = Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.730 Subarea runoff = Total runoff = 3.284(CFS) for 0,950(Ac.) 3.346(CFS) Total area = 0.96(Ac.) Street flow at end of street = 3.346(CFS) Half street flow at end of street = 3.346(CFS) Page 3 C605P1.OUT Depth of flow = 0.264(Ft.), Average velocity = 4.257(Ft/s) Flow width (from curb towards crown)= 8.455(Ft.) Process from Point/Station 109.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 107.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.960(Ac,) Runoff from this stream = 3.346(CFS) Time of concentration = 9.94 min. Rainfall intensity = 4.735(in/Hr) Summary of stream data: Stream NO. Flow rate (CFS) TC (min) Rainfall Intensity (in/Hr) m 20.357 6.74 9.94 2 3.346 Qmax(l) = 1.000 * 1.000 * 1.000 * 0.678 * Qmax(2) = 0.778 * 1.000 * 1.000 * 1,000 * 6,083 4.735 20.357) + 3.346) + 20.357) + 3.346) + 22.625 19.190 Total of 2 streams to confluence: Flow rates before confluence point: 20,357 3,346 Maximum flow rates at confluence using above data: 22.625 19.190 Area of streams before confluence: 3.900 0.960 Results of confluence: Total flow rate = 22.625(CFS) Time of concentration = 6.742 min. Effective stream area after confluence = 4.860(Ac.) process from Point/Station 107.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 110.000 Upstream point/station elevation = 441.50(Ft.) Downstream point/station elevation = 441.30(Ft.) Pipe length = 5.00(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 22.625(CFS) Given pipe size = 24.00(in.) calculated individual pipe flow = 22.625(CFS) Normal flow depth in pipe = 12.00(ln.) Flow top width inside pipe = 24.00(ln.) Critical Depth = 20.34(ln.) Pipe flow velocity = 14.40(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.75 min. Process from Point/Station 107.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 110.000 Page 4 C605P1.OUT The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.860(Ac,) Runoff from this stream = 22,625(CFS) Time of concentration = 6,75 min. Rainfall intensity = 6,080(in/Hr) Program is now starting with Main Stream No, 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108,000 to Point/Station 108,100 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 26.00(Ft.) Highest elevation = 487.00(Ft.) Lowest elevation = 486,50(Ft,) Elevation difference = 0,50(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-c) = 1,85 min, TC = [l,8*(l,l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l.l-0,8500)*( 26,00A,5)/( l,92A(l/3)]= 1,85 Settinq time of concentration to 5 minutes RainfaTl intensity (l) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 Subarea runoff = 0,063(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.100 to Point/Station 110.500 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 486.500(Ft,) End of street segment elevation = 454.500(Ft.) Length of street segment = 700,000(Ft.) Height of curb above gutter flowline = 6,0(ln.) width of half street (curb to crown) = 26,000(Ft,) Distance from crown to crossfall grade break = 24.500(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 = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.090(CFS) Depth of flow = 0.080(Ft.), Average velocity = 2.344(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.34(Ft/s) Travel time = 4.98 min. TC = 9.98 min. Adding area flow to street User specified 'C' value of 0.800 given for subarea Rainfall intensity = 4.724(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.800 Page 5 c605Pl,OUT Subarea runoff = 3.288(CFS) for 0.870(Ac.) Total runoff = 3.351(CFS) Total area = 0,88(Ac) Street flow at end of street = 3,351(CFS) Half street flow at end of street = 3.351(CFS) Depth of flow = 0.264(Ft,), Average velocity = 4.258(Ft/s) Flow width (from curb towards crown)= 8.460(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.100 to Point/Station 110,500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.880(Ac) Runoff from this stream = 3.351(CFS) Time of concentration = 9,98 min. Rainfall intensity = 4.724(in/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110,510 to Point/Station 110,520 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Initial subarea flow distance = 100,00(Ft.) Highest elevation = 484.00(Ft.) Lowest elevation = 482.00(Ft.) Elevation difference = 2.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-c) = 3.57 min. TC = [1.8*(l.l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,8500)*(100.00A,5)/( 2.00A(l/3)]= 3,57 Setting time of concentration to 5 minutes RainfaTl intensity (l) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.314(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 110.520 to Point/Station 110.530 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 482.00(Ft.) Downstream point elevation = 474.00(Ft.) Channel length thru subarea = 450.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = 12.573(CFS) Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 12.573(CFS) Depth of flow = 0.380(Ft.), Average velocity = 4.360(Ft/s) Channel flow top width = 15.189(Ft.) Flow velocity = 4.36(Ft/s) Travel time = 1.72 min. Time of concentration = 6.72 min. Critical depth = 0.477(Ft.) Page 6 C605P1.OUT Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type Rainfall intensity = ] 6,096(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 20.261(CFS) for 3.910(Ac.) Total runoff = 20.575(CFS) Total area = 3,96(Ac,) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 110,530 to Point/Station 110,500 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 465,00(Ft.) Downstream point/station elevation = 444,00(Ft.) Pipe length = 60,00(Ft,) Manning's N = 0,013 NO. of pipes = 1 Required pipe flow = 20,575(CFS) Given pipe size = 24,00(in.) Calculated individual pipe flow = 20.575(CFS) Normal flow depth in pipe = 6.36(in.) Flow top width inside pipe = 21.19(in.) critical Depth = 19,52(in.) Pipe flow velocity = 30,86(Ft/s) Travel time through pipe = 0,03 min. Time of concentration (TC) = 6,75 min. m ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110,530 to Point/Station 110.500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3,960(Ac,) Runoff from this stream = 20,575(CFS) Time of concentration = 6.75 min. Rainfall intensity = 6.077(in/Hr) Summary of stream data: Stream NO, Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 3.351 20.575 Qmax(l) = Qmax(2) = 1.000 * 0.777 * 1.000 * 1.000 * 9.98 6.75 1. 1. 000 * 000 * 0.677 * 1.000 * 4.724 6.077 3.351) + 20.575) + 3.351) + 20.575) + 19.345 22.842 Total of 2 streams to confluence: Flow rates before confluence point: 3.351 20.575 Maximum flow rates at confluence using above data: 19.345 22.842 Area of streams before confluence: 0.880 3.960 Results of confluence: Total flow rate = 22.842(CFS) Page 7 C605P1.OUT Time of concentration = 6.753 min. Effective stream area after confluence = 4.840(Ac) Process from Point/Station 110,500 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 443.67(Ft.) Downstream point/station elevation = 441.33(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 22,842(CFS) Given pipe size = 24.00(ln,) Calculated individual pipe flow = 22,842(CFS) Normal flow depth in pipe = ll,ll(ln,) Flow top width inside pipe = 23,93(In,) critical Depth = 20,42(ln,) Pipe flow velocity = 16.05(Ft/s) Travel time through pipe = 0,05 min. Time of concentration (TC) = 6,80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110,500 to Point/Station 110,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: in Main Stream number: 2 Stream flow area = 4,840(Ac) Runoff from this stream = 22.842(CFS) Time of concentration = 6,80 min. Rainfall intensity = 6.051(ln/Hr) Summary of stream data: Stream NO. Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 22.625 22.842 Qmax(l) = Qmax(2) = .000 * ,000 * 0.995 * 1.000 * 6.75 6.80 1,000 * 0,993 * ,000 * ,000 * 6.080 6.051 22.625) + 22.842) + 22.625) + 22.842) + 45.299 45.360 Total of 2 main streams to confluence: Flow rates before confluence point: 22.625 22.842 Maximum flow rates at confluence using above data: 45.299 45.360 Area of streams before confluence: 4.860 4.840 Results of confluence: Total flow rate = 45.360(CFS) Time of concentration = 6.798 min. Effective stream area after confluence 9.700(Ac.) Page 8 c605Pl,OUT Process from Point/Station 110.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 441.00(Ft.) Downstream point/station elevation = 432.60(Ft.) Pipe length = 120,66(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 45.360(CFS) Given pipe size = 24.00(ln,) Calculated individual pipe flow = 45.360(CFS) Normal flow depth in pipe = 15.66(in,) Flow top width inside pipe = 22,86(in,) Critical depth could not be calculated. Pipe flow velocity = 20.91(Ft/s) Travel time through pipe = 0,10 min. Time of concentration (TC) = 6,89 min. Process from Point/station 110.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.700(Ac) Runoff from this stream = 45,360(CFS) Time of concentration = 6.89 min. Rainfall intensity = 5.996(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App x-A) TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min. Initial subarea flow distance = 850.00(Ft.) Highest elevation = 540.00(Ft.) Lowest elevation = 448,00(Ft.) Elevation difference = 92.00(Ft.) TC=[(11.9*0.1610A3)/( 92.00)]A,385= 3,31 + 10 min. = 13.31 min. Rainfall intensity (I) = 3.923 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 18.536(CFS) Total initial stream area = 13.500(Ac,) Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 448.00(Ft.) Downstream point/station elevation = 446.00(Ft.) Pipe length = 160.00(Ft.) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 18,536(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 18.536(CFS) Page 9 C605P1.OUT Normal flow depth in pipe = 15.26(in.) Flow top width inside pipe = 23.10(in.) Critical Depth = 18.60(ln,) Pipe flow velocity = 8.79(Ft/s) Travel time through pipe = 0,30 min. Time of concentration (TC) = 13,61 min. Process from Point/Station 103,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 104,000 upstream point/station elevation = 446.00(Ft,) Downstream point/station elevation = 432.60(Ft,) Pipe length = 335,00(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18,536(CFS) Given pipe size = 24,00(ln.) calculated individual pipe flow = 18,536(CFS) Normal flow depth in pipe = 10,70(ln.) Flow top width inside pipe = 23,86(ln,) critical Depth = 18.60(ln,) Pipe flow velocity = 13,69(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 14.02 min. Process from Point/station 103,000 to Point/Station 104,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13,500(Ac) Runoff from this stream = 18,536(CFS) Time of concentration = 14,02 min. Rainfall intensity = 3,793(ln/Hr) Summary of stream data: Stream NO, Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 45.360 18.536 Qmax(l) = Qmax(2) = 6.89 14.02 1.000 * 1.000 * 0.633 * 1.000 * 1.000 * 0.492 * 1.000 * 1.000 * 5.996 3.793 45.360) + 18.536) + 45.360) + 18.536) + 54.473 47.230 Total of 2 main streams to confluence: Flow rates before confluence point: 45,360 18,536 Maximum flow rates at confluence using above data: 54,473 47,230 Area of streams before confluence: 9.700 13,500 Results of confluence: Total flow rate = 54.473(CFS) Time of concentration = 6.895 min. Page 10 C605P1.OUT Effective stream area after confluence = 23.200(Ac) Process from Point/Station 104,000 to Point/Station 111,000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 432.10(Ft.) Downstream point/station elevation = 426.83(Ft.) Pipe length = 75.34(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 54.473(CFS) Given pipe size = 36,00(ln,) Calculated individual pipe flow = 54.473(CPS) Normal flow depth in pipe = 13.73(in.) Flow top width inside pipe = 34.97(in.) critical Depth = 28,77(ln,) Pipe flow velocity = 21,99(Ft/s) Travel time through pipe = 0,06 min. Time of concentration (TC) = 6.95 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.200(Ac.) Runoff from this stream = 54.473(CFS) Time of concentration = 6,95 min. Rainfall intensity = 5,965(ln/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111,100 to Point/Station 111.200 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B =1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] initial subarea flow distance = 100.00(Ft.) Highest elevation = 461.00(Ft.) Lowest elevation = 459.00(Ft.) Elevation difference = 2.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 3.57 min. TC = [l,8*(l,l-C)*distanceA,5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(100.00A,5)/( 2,OOA(l/3)]= 3,57 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.314(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 111.200 to Point/Station 111.300 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 459.00(Ft.) Downstream point elevation = 455.00(Ft.) Channel length thru subarea = 200.00(Ft.) Page 11 m C605P1.OUT Channel base width = 0.000(Ft.) Slope or 'z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = 3,543(CFS) Manning's 'N' = 0,015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.543(CFS) Depth of flow = 0,231(Ft.), Average velocity = 3,320(Ft/s) Channel flow top width = 9,240(Ft.) Flow velocity = 3.32(Ft/s) Travel time = 1.00 min. Time of concentration = 6.00 min. critical depth = 0.287(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Rainfall intensity = 6.556(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 5.740(CFS) for 1.030(Ac.) Total runoff = 6.053(CFS) Total area = 1.08(Ac) ++++++++++++++4-+++++++++++++++++++++++++++++++++++++++++++++^ process from Point/Station 111,300 to Point/Station 111,300 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Time of concentration = 6,00 min. Rainfall intensity = 6,556(ln/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0,850 subarea runoff = 5,573(CFS) for 1.000(Ac.) Total runoff = 11.626(CFS) Total area = 2.08(Ac.) process from Point/Station 111,300 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 454.00(Ft.) Downstream point/station elevation = 427.00(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11,626(CFS) Given pipe size = 18,00(ln.) Calculated individual pipe flow = 11.626(CFS) Normal flow depth in pipe = 4.72(in.) Flow top width inside pipe = 15.84(ln.) critical Depth = 15.58(in.) Pipe flow velocity = 31,46(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.03 min, +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 111,300 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS **** Page 12 C605P1,OUT Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2,080(Ac,) Runoff from this stream = 11.626(CFS) Time of concentration = 6,03 min. Rainfall intensity = 6,537(ln/Hr) Summary of stream data: Stream NO. Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 54.473 11,626 6.95 6,03 5,965 6.537 Qmax(l) = Qmax(2) = 1,000 * 0.912 * 1,000 1,000 1,000 * 1.000 * 0,867 * 1,000 * 54.473) + 11,626) + 54,473) + 11.626) + 65,081 58,881 Total of 2 streams to confluence: Flow rates before confluence point: 54.473 11.626 Maximum flow rates at confluence using above data: 65,081 58.881 Area of streams before confluence: 23.200 2.080 Results of confluence: Total flow rate = 65,081(CFS) Time of concentration = 6.952 min. Effective stream area after confluence = 25,280(Ac,) Process from Point/Station 111,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 112,500 upstream point/station elevation = 426,50(Ft,) Downstream point/station elevation = 409.00(Ft,) Pipe length = 250.02(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 65.081(CFS) Given pipe size = 36,00(ln,) Calculated individual pipe flow = 65.081(CFS) Normal flow depth in pipe = 15.14(ln.) Flow top width inside pipe = 35.54(in.) critical Depth = 31.02(ln.) Pipe flow velocity = 23.08(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 7.13 min. Process from Point/Station 112.500 to Point/Station **** PIPEFLOW TRAVEL TIME (user specified size) **** 112.000 upstream point/station elevation = 409.67(Ft.) Downstream point/station elevation = 393.00(Ft.) Pipe length = 204.33(Ft,) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 65.081(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 65.081(CFS) Normal flow depth in pipe = 14,51(ln,) Flow top width inside pipe = 35.32(in. Page 13 .) C605P1.OUT critical Depth = 31.02(in.) Pipe flow velocity = 24.40(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.27 min. Process from Point/Station 112,500 to Point/Station 112,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area = 25.280(Ac) Runoff from this stream = 65,081(CFS) Time of concentration = 7.27 min. Rainfall intensity = 5,794(ln/Hr) Program is now starting with Main Stream No, 2 Process from Point/Station **** INITIAL AREA EVALUATION 110.000 to Point/Station **** 107.000 26.00(Ft.)" ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type Initial subarea flow distance = Highest elevation = 454,65(Ft,) Lowest elevation = 454.15(Ft.) Elevation difference = 0,50(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 1.85 min. TC = [l,8*(l.l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,8500)*( 26,00A.5)/( 1,92A(1/3)]= 1,85 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 Subarea runoff = 0.063(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station **** STREET FLOW TRAVEL TIME 107.000 to Point/Station 112.100 SUBAREA FLOW ADDITION **** Top of Street segment elevation = 454.150(Ft.) End of street segment elevation = 405.750(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(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 = l,500(Ft,) Gutter hike from flowline = l,500(ln,) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Page 14 Decimal Decimal Decimal A = 0.000 group B = 1.000 C605P1.OUT Estimated mean flow rate at midpoint of street = 0.112(CPS) Depth of flow = 0.080(Ft,), Average velocity = 2.957(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2,96(Ft/s) Travel time = 3.72 min, TC = 8,72 min. Adding area flow to street Decimal fraction soil group fraction soil fraction soil fraction soil [INDUSTRIAL area type Rainfall intensity = Runoff coefficient used for sub-area, Subarea runoff = 6,921(CFS) for Total runoff = 6,984(CFS) Total Street flow at end of street = 6 Half street flow at end of street = Depth of flow = 0.303(Ft,), Average velocity = 6,067(Ft/s) Flow width (from curb towards crown)= 10,391(Ft,) group group = 0,000 = 0,000 ] 5,153(in/Hr) for Rational l,580(Ac.) area = .984(CFS) 6,984(CFS) 100.0 year storm method,Q=KCIA, C = 0,850 l,59(Ac.) Process from Point/Station 107.000 to Point/Station 112.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1,590(AC.) Runoff from this stream = 6.984(CFS) Time of concentration = 8,72 min. Rainfall intensity = 5.153(ln/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.400 to Point/Station 112.300 **** INITIAL AREA EVALUATION **** = 100,00(Ft,)' ] Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type Initial subarea flow distance Highest elevation = 443.50(Ft.) Lowest elevation = 441,50(Ft,) Elevation difference = 2,00(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 3.57 min. TC = [1.8*(l.l-c)*distanceA,5)/(% slopeA(i/3)] TC = [1.8*(l,l-0.8500)*(100.00A.5)/( 2.00A(l/3)]= 3.57 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 subarea runoff = 0.627(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 112.300 to Point/Station 112.200 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = Downstream point elevation = 441.50(Ft.) 437.00(Ft.) Page 15 (# 5.017(CFS) C605P1.OUT Channel length thru subarea = 300.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'z' of left channel bank = 20,000 Slope or 'Z' of right channel bank = 20,000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0,015 Maximum depth of channel = 1.000(Ft,) Flow(q) thru subarea = 5.017(CFS) Depth of flow = 0,278(Ft,), Average velocity = 3.251(Ft/s) Channel flow top width = ll,110(Ft,) Flow Velocity = 3,25(Ft/s) Travel time = 1,54 min. Time of concentration = 6,54 min. critical depth = 0,330(Ft,) Adding area flow to channel DecimaT fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type Rainfall intensity = group group = 0,000 = 0,000 ] Kdiriictii iiiLCMaiLy = 6,205(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 7.384(CFS) for l,400(Ac,) Total runoff = 8,012(CPS) Total area = 1.50(Ac,) Process from Point/Station 112.200 to Point/Station **** SUBAREA FLOW ADDITION **** 112,200 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type Time of concentration Rainfall intensity = 0,000 1.000 0,000 0,000 ] 6.54 min, ^ 6,205(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 subarea runoff = 10.444(CFS) for 1.980(Ac.) Total runoff = 18.455(CFS) Total area = 3.48(Ac.) 18,455(CFS) Process from Point/Station 112,200 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 425,00(Ft,) Downstream point/station elevation = 394,80(Ft,) Pipe length = 80,00(Ft,) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = Given pipe size = 24.00(ln.) Calculated individual pipe flow = 18.455(CFS) Normal flow depth in pipe = 5.91(ln.) Flow top width inside pipe = 20.68(in.) critical Depth = 18.56(in.) Pipe flow velocity = 30.72(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6.58 min. 112.100 Process from Point/Station 112.200 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Page 16 112.100 C605P1.OUT Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3,480(Ac.) Runoff from this stream = 18.455(CFS) Time of concentration = 6,58 min. Rainfall intensity = 6,179(in/Hr) Summary of stream data: Stream NO. Flow rate (CPS) TC (min) Rainfall Intensity (in/Hr) 1 2 6,984 18.455 Qmax(l) = Qmax(2) = 1,000 * 0.834 * 8,72 6.58 1 1 5,153 6,179 ,000 ,000 000 000 0.755 1,000 6.984) + 18.455) + 6.984) + 18.455) + 22.376 23,726 Total of 2 streams to confluence: Flow rates before confluence point: 6,984 18,455 Maximum flow rates at confluence using above data: 22,376 23,726 Area of streams before confluence: 1.590 3,480 Results of confluence: Total flow rate = 23,726(CFS) Time of concentration = 6.581 min. Effective stream area after confluence = 5.070(Ac.) ++^ Process from Point/Station **** PIPEFLOW TRAVEL TIME (User 112.100 to Point/Station specified size) **** 112.000 upstream point/station elevation = 394.50(Ft.) Downstream point/station elevation = 394.00(Ft.) Pipe length = 5,00(Ft,) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 23,726(CFS) Given pipe size = 24,00(ln,) calculated individual pipe flow = 23.726(CFS) Normal flow depth in pipe = 9.52(In.) Flow top width inside pipe = 23.48(In.) critical Depth = 20.72(in.) Pipe flow velocity = 20.45(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 6,59 min. Process from Point/Station **** CONFLUENCE OF MAIN STREAMS 112.100 to Point/Station **** 112.000 The following data inside Main Stream is listed: in Main Stream number: 2 Stream flow area = 5.070(Ac.) Runoff from this stream = 23.726(CFS) Time of concentration = 6.59 min. Rainfall intensity = 6.177(in/Hr) Program is now starting with Main Stream No. 3 page 17 C605P1.OUT process from Point/Station **** INITIAL AREA EVALUATION 110,000 to Point/Station 110.500 **** ] Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type Initial subarea flow distance = 26,00(Ft,) Highest elevation = 455,15(Ft,) Lowest elevation = 454,65(Ft.) Elevation difference = 0,50(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 1.85 min, TC = [1.8*(l.l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l.l-0,8500)*( 26.00A,5)/( 1,92A(1/3)]= 1.85 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 subarea runoff = 0.063(CPS) Total initial stream area = 0.010(Ac.) Process from Point/Station 110.500 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 112.600 Top of Street segment elevation = 454.650(Ft.) End of street segment elevation = 405.550(Ft.) Length of street segment = 660,000(Ft,) Height of curb above gutter flowline = 6,0(ln,) width of half street (curb to crown) = 26,000(Ft,) Distance from crown to crossfall grade break = 24.500(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 = l,500(ln.) Manning's N in gutter = 0.0150 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 = 0,069(Ft,), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = l,500(Ft,) Flow velocity = 2.71(Ft/s) 0,078(CFS) 2,712(Ft/s) Travel time = 4,06 min Adding area flow to street DecimaT fraction soil group Decimal fraction soil Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type Rainfall intensity = TC = A = 0,000 group B = 1,000 9.06 min. = 0,000 = 0,000 ] 5,029(ln/Hr) for a Runoff coefficient used for sub-area, Rational subarea runoff = 2,052(CPS) for 0,480(Ac,) Total runoff = 2.115(CFS) Total area = Street flow at end of street = 2,115(CFS) Page 18 100,0 year storm method,Q=KCIA, C = 0.850 0.49(Ac.) C605P1,OUT Half street flow at end of street = 2.115(CFS) Depth of flow = 0,219(Ft,), Average velocity = 4.632(Ft/s) Flow width (from curb towards crown)= 6.207(Ft.) ++ Process from Point/Station 110,500 to Point/Station 112,600 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 3 in normal stream number 1 Stream flow area = 0,490(Ac) Runoff from this stream = 2,115(CFS) Time of concentration = 9,06 min. Rainfall intensity = 5,029(in/Hr) Process from Point/Station 112,700 to Point/Station **** INITIAL AREA EVALUATION **** 112,800 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] initial subarea flow distance = 100,00(Ft,) Highest elevation = 436,00(Ft,) Lowest elevation = 434,00(Ft.) Elevation difference = 2,00(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3,57 min, TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(100.00A.5)/( 2.00A(1/3)]= 3.57 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 subarea runoff = 0,627(CFS) Total initial stream area = 0,100(Ac.) Process from Point/Station 112.800 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 112.900 upstream point elevation = 434.00(Ft.) Downstream point elevation = 428.00(Ft.) Channel length thru subarea = 400.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 13,074(CFS) Depth of flow = 0,398(Ft,), Average velocity = Channel flow top width = 15,912(Ft,) Flow velocity = 4,13(Ft/s) Travel time = 1,61 min. Time of concentration = 6.61 min. critical depth = 0.484(Ft.) Adding area flow to channel DecimaT fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Page 19 13.074(CFS) 4.131(Ft/s) m Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type Rainfall intensity = 6 c605Pl,OUT C = 0,000 D = 0,000 ] ^ ,159(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KClA, C = 0.850 subarea runoff = 20,785(CFS) for 3,970(Ac,) Total runoff = 21,412(CPS) Total area = 4,07(Ac) Process from Point/Station 112,900 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 415,00(Ft,) Downstream point/station elevation = 396.50(Ft,) Pipe length = 80.00(Ft,) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 21,412(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 21,412(CFS) Normal flow depth in pipe = 7.22(In.) Flow top width inside pipe = 22,01(in,) critical Depth = 19,86(in,) Pipe flow velocity = 26,91(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6,66 min. 112.600 Process from Point/Station 112.900 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 112,600 Along Main Stream number: 3 in normal stream number 2 Stream flow area = 4,070(Ac,) Runoff from this stream = 21.412(CPS) Time of concentration = 6.66 min. Rainfall intensity = 6,130(ln/Hr) Summary of stream data: Stream NO, Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 2,115 21.412 Qmax(l) = Qmax (2) = 1.000 * 0.820 * 1.000 * 1.000 * 9.06 6.66 1 1 ,000 * ,000 * 0.736 * 1.000 * 5.029 6.130 2,115) + 21,412) + 2,115) + 21,412) + 19,683 22,968 Total of 2 streams to confluence: Flow rates before confluence point: 2,115 21,412 Maximum flow rates at confluence using above data: 19,683 22,968 Area of streams before confluence: 0,490 4,070 Results of confluence: Total flow rate = 22.968(CFS) Time of concentration = 6,663 min. Effective stream area after confluence = 4,560(Ac.) Page 20 C605P1,OUT Process from Point/Station 112.600 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 396,20(Ft,) Downstream point/station elevation = 394.00(Ft,) Pipe length = 45.00(Ft.) Manning's N = 0,013 NO. of pipes = 1 Required pipe flow = 22,968(CFS) Given pipe size = 24,00(in.) Calculated individual pipe flow = 22.968(CFS) Normal flow depth in pipe = ll,41(in,) Flow top width inside pipe = 23,97(in,) critical Depth = 20,46(ln.) Pipe flow velocity = 15.58(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6.71 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112,600 to Point/Station 112,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: in Main Stream number: 3 Stream flow area = 4.560(Ac.) Runoff from this stream = 22.968(CFS) Time of concentration = 6.71 min. Rainfall intensity = 6.101(ln/Hr) Summary of stream data: Stream Flow rate TC Rai nfal1 Intensity No. (CFS) (mi n) (in/Hr) 1 65 .081 7 27 5.794 2 23 ,726 6 59 6.177 3 22 ,968 6 71 6,101 Qmax(l) = 1,000 * 1.000 * 65 .081) + 0,938 * 1.000 * 23 .726) + 0,950 * 1.000 * 22 .968) + = 109,148 Qmax(2) = 1.000 * 0.906 * 65 .081) + 1,000 * 1.000 * 23 ,726) + 1.000 * 0.981 * 22 .968) + = 105.200 Qmax(3) = 1.000 * 0.923 * 65 ,081) + 0.988 * 1.000 * 23 ,726) + 1.000 * 1.000 * 22 ,968) + = 106.472 Total of 3 main streams to confluence: Flow rates before confluence point: 65.081 23.726 22.968 Maximum flow rates at confluence using above data: 109.148 105.200 106.472 Area of streams before confluence: 25.280 5.070 4,560 Results of confluence: Total flow rate = 109.148(CFS) Time of concentration = 7.272 min. Page 21 m C605P1.OUT Effective stream area after confluence = 34.910(Ac.) Process from Point/Station 112.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 392,50(Ft,) Downstream point/station elevation = 386,50(Ft,) Pipe length = 42.49(Ft,) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 109.148(CPS) Given pipe size = 42.00(in.) Calculated individual pipe flow = 109.148(CFS) Normal flow depth in pipe = 15.45(In.) Flow top width inside pipe = 40,50(ln,) Critical Depth = 37,96(ln,) Pipe flow velocity = 33,98(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.29 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 34,910(Ac.) Runoff from this stream = 109,148(CPS) Time of concentration = 7.29 min. Rainfall intensity = 5.783(In/Hr) Program is now starting with Main Stream No, 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113,100 to Point/Station 113,200 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 100.00(Ft.) Highest elevation = 456,00(Ft.) Lowest elevation = 454.00(Ft.) Elevation difference = 2.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 3.57 min. TC = [1.8*(l.l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l,l-0.85OO)*(100.O0A.5)/( 2.00A(1/3)]= 3.57 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.627(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 113,200 to Point/Station 113.300 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 545.00(Ft.) Page 22 m C605P1.OUT Downstream point elevation = 450.00(Ft.) Channel length thru subarea = 400.00(Ft.) Channel base width = 0,000(Ft.) Slope or 'z* of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0,015 Maximum depth of channel = 1.000(Ft,) Flow(q) thru subarea = 5,017(CFS) Depth of flow = 0,165(Ft,), Average velocity = Channel flow top width = 6,619(Ft,) Flow velocity = 9,16(Ft/s) Travel time = 0,73 min. Time of concentration = 5.73 min, critical depth = 0.330(Ft.) Adding area flow to channel DecimaT fraction soil group A = 0,000 fraction soil group B = 1.000 fraction soil group C = 0,000 group D = 0,000 Deci mai Decimal Decimal fraction soil [INDUSTRIAL area type Rainfall intensity = ] 5.017(CFS) 9,160(Ft/s) Kainraii im.enbiLy = 6,758(ln/Hr) for a ' 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0,850 subarea runoff = 8,042(CFS) for l,400(Ac.) Total runoff = 8,669(CFS) Total area = l,50(Ac,) Process from Point/Station 113.300 to Point/Station 113.300 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type Time of concentration = 5.73 min. Rainfall intensity = 6.758(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C subarea runoff = 19.186(CFS) for 3.340(Ac) Total runoff = 27.856(CFS) Total area = 4.84(Ac.) ] = 0.850 27.856(CFS) Process from Point/Station 113.300 to Point/Station 113.400 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 440.00(Ft.) Downstream point/station elevation = 433.30(Ft,) Pipe length = 70,00(Ft,) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = Given pipe size = 30.00(in.) calculated individual pipe flow = 27.856(CFS) Normal flow depth in pipe = 9.55(in.) Flow top width inside pipe = 27.95(in.) critical Depth = 21.59(ln.) Pipe flow velocity = 20,72(Ft/s) Travel time through pipe = 0,06 min. Time of concentration (TC) = 5.78 min. Process from Point/Station 113.400 Page 23 to Point/Station 113.500 C605P1.OUT **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 433,00(Ft,) Downstream point/station elevation = 391.00(Ft,) Pipe length = 590.00(Ft,) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 27,856(CFS) Given pipe size = 30.00(in,) Calculated individual pipe flow = 27.856(CFS) Normal flow depth in pipe = 10.32(In.) Flow top width inside pipe = 28.51(in.) critical Depth = 21.59(ln,) Pipe flow velocity = 18,63(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 6,31 min. ++ Process from Point/Station 113,400 to Point/Station 113,500 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 1 Stream flow area = 4,840(Ac) Runoff from this stream = 27,856(CFS) Time of concentration = 6,31 min. Rainfall intensity = 6,348(ln/Hr) Process from Point/Station 113,400 to Point/Station **** INITIAL AREA EVALUATION **** 113,450 User specified 'C value of 0.850 given for subarea initial subarea flow distance = 46.00(Ft,) Highest elevation = 442,40(Ft,) Lowest elevation = 440,70(Ft.) Elevation difference = 1.70(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1,97 min. TC = [1.8*(l.l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l,l-0.8500)*( 46.00A.5)/( 3,70A(l/3)]= 1.97 setting time of concentration to 5 minutes RainfaTl intensity (l) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 subarea runoff = 0.063(CFS) Total initial stream area = 0.010(Ac.) process from Point/Station 113.450 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 440.700(Ft.) End of street segment elevation = 400.800(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24,500(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 = l,500(Ft.) Page 24 113.460 C605P1.OUT Gutter hike from flowline = 1.500(in,) Manning's N in gutter = 0.0150 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 = 0.082(CFS) Depth of flow = 0.073(Ft.), Averaqe velocity = 2.541(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.54(Ft/s) Travel time = 4,33 min, TC = 9,33 min. Adding area flow to street User specified 'C' value of 0,850 given for subarea Rainfall intensity = 4.934(in/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0,850 subarea runoff = 2,558(CPS) for 0.610(AC) Total runoff = 2,621(CFS) Total area = 0.62(Ac) Street flow at end of street = 2,621(CFS) Half street flow at end of street = 2.621(CFS) Depth of flow = 0.238(Ft,), Average velocity = 4,481(Ft/s) Flow width (from curb towards crown)= 7.167(Ft,) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113,460 to Point/Station 113.500 **** PIPEFLOW TRAVEL TIME (User Specified size) **** upstream point/station elevation = 392,85(Ft,) Downstream point/station elevation = 390,70(Ft,) Pipe length = 43.25(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 2,621(CFS) Given pipe size = 18,00(ln,) Calculated individual pipe flow = 2,621(CFS) Normal flow depth in pipe = 4,07(In.) Flow top width inside pipe = 15.05(In.) Critical Depth = 7.35(ln.) Pipe flow velocity = 8.76(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9,41 min, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.460 to Point/Station 113,500 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 2 Stream flow area = 0,620(Ac) Runoff from this stream = 2.621(CFS) Time of concentration = 9.41 min. Rainfall intensity = 4,906(ln/Hr) Process from Point/Station 113,400 to Point/Station 113,470 **** INITIAL AREA EVALUATION **** user specified 'C' value of 0.850 given for subarea initial subarea flow distance = 46.00(Ft.) Highest elevation = 442,40(Ft,) Lowest elevation = 441.30(Ft,) Elevation difference = l,10(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 2,28 min. TC = [1.8*(l.l-C)*distanceA,5)/(% slopeA(i/3)] Page 25 m c605Pl,OUT TC = [1.8*(l.l-0.8500)*( 46.00A.5)/( 2,39A(l/3)]= 2.28 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 subarea runoff = 0,063(CFS) Total initial stream area = 0,010(Ac,) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 113,470 to Point/Station 113,480 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 441.300(Ft.) End of street segment elevation = 400.800(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(ln,) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(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) = O.02O Gutter width = l,500(Ft,) Gutter hike from flowline = l,500(ln,) Manning's N in gutter = 0.0150 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 = 0,090(CFS) Depth of flow = 0.074(Ft,), Average velocity = 2.715(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.71(Ft/s) Travel time = 3.68 min, TC = 8.68 min. Adding area flow to street User specified 'C' value of 0,850 given for subarea Rainfall intensity = 5.167(ln/Hr) for a 100,0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 subarea runoff = 3.865(CPS) for 0.880(Ac) Total runoff = 3.928(CPS) Total area = 0.89(Ac.) Street flow at end of street = 3.928(CFS) Half street flow at end of street = 3.928(CFS) Depth of flow = 0.262(Ft,), Average velocity = 5.131(Ft/s) Flow width (from curb towards crown)= 8.332(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113,480 to Point/Station 113.500 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 391.25(Ft.) Downstream point/station elevation = 390.70(Ft.) Pipe length = 5.25(Ft,) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 3.928(CPS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 3.928(CFS) Normal flow depth in pipe = 4.13(in.) Flow top width inside pipe = 15.14(ln.) Critical Depth = 9.10(ln,) Pipe flow velocity = 12,83(Ft/s) Travel time through pipe = 0,01 min. Time of concentration (TC) = 8,69 min. Page 26 C605P1.OUT Process from Point/Station 113.480 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 113,500 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0,890(Ac) Runoff from this stream = 3.928(CFS) Time of concentration = 8,69 min. Rainfall intensity = 5.165(in/Hr) Summary of stream data: Stream NO, Flow rate (CPS) TC (min) Rainfall Intensity (in/Hr) 1 2 3 Qmax(l) 27.856 2.621 3.928 6,31 9.41 8.69 6,348 4,906 5.165 Qmax(2) = Qmax(3) = 000 000 000 1,000 0,671 0,726 0,773 1.000 0,950 0,814 1,000 1,000 1. 1. 1. 1. 0. ,000 ,000 ,000 ,000 ,923 1.000 27,856) + 2.621) + 3,928) + 27,856) + 2,621) + 3,928) + 27,856) + 2,621) + 3.928) + 32,467 27.882 29.013 Total of 3 streams to confluence: Flow rates before confluence point: 27,856 2,621 3,928 Maximum flow rates at confluence using above data: 32,467 27,882 29,013 Area of streams before confluence: 4.840 0.620 0.890 Results of confluence: Total flow rate = 32,467(CPS) Time of concentration = 6,312 min. Effective stream area after confluence = 6,350(Ac,) Process from Point/Station 113,500 to Point/Station 113,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 390,67(Ft.) Downstream point/station elevation = 387.17(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 32,467(CPS) Given pipe size = 30.00(ln.) Calculated individual pipe flow = 32.467(CFS) Normal flow depth in pipe = 12.33(In.) Flow top width inside pipe = 29.52(in.) critical Depth = 23.27(in.) Pipe flow velocity = 17.08(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 6.38 min. Page 27 m C605P1.OUT process from Point/Station 113.500 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 113.000 The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 6.350(Ac.) 32.467(CFS) 6.38 min. 6.304(in/Hr) Stream No. Flow rate (CFS) TC (mi n) Rainfall intensity (in/Hr) 109.148 32,467 Qmax(l) = Qmax(2) = 1.000 * 0,917 * 1,000 * 1,000 * 7.29 6,38 1,000 * 1,000 * 0.875 * 1,000 * 5.783 6.304 109,148) + 32.467) + 109,148) + 32.467) + 138,933 127,960 Total of 2 main streams to confluence: Flow rates before confluence point: 109.148 32.467 Maximum flow rates at confluence using above data: 138,933 127,960 Area of streams before confluence: 34,910 6,350 Results of confluence: Total flow rate = 138,933(CPS) Time of concentration = 7,293 min. Effective stream area after confluence = 41.260(Ac.) Process from Point/Station 113.000 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 386.00(Ft.) Downstream point/station elevation = 373.25(Ft.) Pipe length = 218,46(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 138.933(CPS) Given pipe size = 48.00(ln,) Calculated individual pipe flow = 138,933(CFS) Normal flow depth in pipe = 21,12(in,) Flow top width inside pipe = 47,65(In,) critical Depth = 42,00(ln,) Pipe flow velocity = 26,08(Ft/s) Travel time through pipe = 0,14 min. Time of concentration (TC) = 7.43 min. Process from Point/Station 113.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 114,000 Along Main Stream number: 1 in normal stream number 1 Page 28 C605P1.OUT Stream flow area = 41.260(Ac.) Runoff from this stream = 138.933(CFS) Time of concentration = 7,43 min. Rainfall intensity = 5.713(ln/Hr) Process from Point/Station 114.100 to Point/Station 114.200 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 100.00(Ft,) Highest elevation = 409,50(Ft,) Lowest elevation = 407,50(Ft.) Elevation difference = 2,00(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3,57 min, TC = [1.8*(l,l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,8500)*(100.00A.5)/( 2,00A(1/3)]= 3,57 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 subarea runoff = 0.627(CFS) Total initial stream area = 0.100(Ac,) Process from Point/Station 114.200 to Point/Station 114.300 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 407,50(Ft.) Downstream point elevation = 403,00(Ft.) Channel length thru subarea = 300.00(Ft.) Channel base width = 0,000(Ft,) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = 12.541(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 12.541(CFS) Depth of flow = 0.392(Ft.), Average velocity = 4.088(Ft/s) Channel flow top width = 15.666(Ft.) Flow Velocity = 4.09(Ft/s) Travel time = 1.22 min. Time of concentration = 6.22 min. Critical depth = 0.477(Ft.) Adding area flow to channel DecimaT fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Rainfall intensity = 6.406(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 subarea runoff = 20,692(CPS) for 3,800(Ac,) Total runoff = 21.319(CFS) Total area = 3.90(Ac.) Page 29 m C605P1.OUT Process from Point/Station 114.300 to Point/Station 114.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 391,10(Ft,) Downstream point/station elevation = 374.92(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0,011 NO. of pipes = 1 Required pipe flow = 21,319(CFS) Given pipe size = 24,00(ln.) Calculated individual pipe flow = 21,319(CFS) Normal flow depth in pipe = 6,01(in.) Flow top width inside pipe = 20,79(In.) Critical Depth = 19.82(in.) Pipe flow velocity = 34.64(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114,300 to Point/Station 114,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3,900(Ac) Runoff from this stream = 21.319(CPS) Time of concentration = 6.25 min. Rainfall intensity = 6,391(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO, (CPS) (min) (in/Hr) 1 138,933 7,43 5,713 2 21,319 6,25 6,391 Qmax(l) = Qmax(2) = 1.000 * 1,000 * 138.933) + 0.894 * 1.000 * 21.319) + = 157.990 1.000 * 0.840 * 138.933) + 1.000 * 1.000 * 21,319) + = 138.081 Total of 2 streams to confluence: Flow rates before confluence point: 138.933 21.319 Maximum flow rates at confluence using above data: 157.990 138,081 Area of streams before confluence: 41,260 3,900 Results of confluence: Total flow rate = 157.990(CPS) Time of concentration = 7,432 min. Effective stream area after confluence = 45,160(Ac,) Process from Point/Station 114,000 to Point/Station 115,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 372,92(Ft,) Downstream point/station elevation = 354,27(Ft,) Pipe length = 329,68(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 157.990(CFS) Given pipe size = 48.00(in.) Page 30 C605P1.OUT calculated individual pipe flow = 157.990(CFS) Normal flow depth in pipe = 22.92(in.) Flow top width inside pipe = 47.95(in.) Critical Depth = 43,84(in,) Pipe flow velocity = 26,65(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 7,64 min. process from Point/station 114,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 115,000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 45.160(Ac,) Runoff from this stream = 157,990(CFS) Time of concentration = 7,64 min. Rainfall intensity = 5,613(in/Hr) Process from Point/Station 112,600 to Point/Station **** INITIAL AREA EVALUATION **** 115,350 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 ] Note: user entry of impervious value, Ap = 0,850 initial subarea flow distance = 100,00(Ft,) Highest elevation = 404,50(Ft,) Lowest elevation = 397,72(Ft,) Elevation difference = 6,78(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1,93 min, TC = [l,8*(l,l-C)*distanceA.5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,8972)*(100,00A,5)/( 6,78A(1/3)]= 1.93 Setting time of concentration to 5 minutes RainfaTl intensity (l) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.897 subarea runoff = 0.331(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 115,350 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 397,720(Ft,) End of Street segment elevation = 369.260(Ft.) Length of street segment = 500.000(Ft,) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.094 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 = l,500(Ft,) Gutter hike from flowline = l,330(ln.) Manning's N in gutter = 0.0150 Page 31 115,300 C605P1,OUT 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 = 0,480(CFS) Depth of flow = 0.142(Ft,), Average velocity = 3,125(Ft/s) Streetflow hydraulics at midpoint or street travel: Halfstreet flow width = 3,049(Ft,) Flow velocity = 3,12(Ft/s) TC = Travel time = 2,67 min Adding area flow to street DecimaT fraction soil group Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type 7,67 mm. A = 0,000 group B = 0,000 group group = 0,000 = 1.000 ] Note: user entry of impervious value, Ap = 0,700 Rainfall intensity = 5,599(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Subarea runoff = 3.724(CFS) for Total runoff = 4.055(CPS) Total Street flow at end of street = 4 Half street flow at end of street = Depth of flow = 0.257(Ft,), Average velocity = 4.830(Ft/s) Flow width (from curb towards crown)= 8.826(Ft.) Rational method,Q=KCIA, C = 0.739 0.900(Ac.) area = 0,95 (Ac) 055(CFS) 4,055(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.300 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 357.61(Ft,) Downstream point/station elevation = 355,43(Ft.) Pipe length = 43,25(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 4,055(CFS) Given pipe size = 24,00(ln,) Calculated individual pipe flow = 4.055(CPS) Normal flow depth in pipe = 4,59(ln,) Flow top width inside pipe = 18,87(In,) Critical Depth = 8.48(ln.) Pipe flow velocity = 9,68(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.74 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.300 to Point/Station 115.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.950(Ac,) Runoff from this stream = 4,055(CFS) Time of concentration = 7,74 min. Rainfall intensity = 5.565(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.100 to Point/Station 115.250 **** INITIAL AREA EVALUATION **** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type group A = 0.000 group B = 0.000 group group = 0,000 = 1,000 Page 32 C605P1.OUT Note: user entry of impervious value, Ap = 0,700 Initial subarea flow distance = 100,00(Ft.) Highest elevation = 405,90(Ft.) Lowest elevation = 399.35(Ft,) Elevation difference = 6,55(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 3.47 min, TC = [1.8*(l,l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l,l-0,7389)*(100.00A.5)/( 6,55A(l/3)]= 3.47 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,739 Subarea runoff = 0,164(CFS) Total initial stream area = 0,030(Ac) Process from Point/Station 115,250 to Point/Station 115,200 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 399.350(Ft,) End of street segment elevation = 369,700(Ft,) Length of street segment = 540,000(Ft,) Height of curb above gutter flowline = 6,0(In.) Width of half street (curb to crown) = 26,000(Ft,) Distance from crown to crossfall grade break = 24,500(Ft,) Slope from gutter to grade break (v/hz) = 0,094 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 = l,500(Ft,) Gutter hike from flowline = l,330(in.) Manning's N in gutter = 0.0150 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 = 0.223(CPS) Depth of flow = 0.104(Ft,), Average velocity = 3,071(Ft/s) Streetflow hydraulics at midpoint or street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 3.07(Ft/s) Travel time = 2,93 min. TC = 7,93 min. Adding area flow to street DecimaT 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 ] Note: user entry of impervious value, Ap = 0,700 Rainfall intensity = 5,479(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0,739 subarea runoff = 2.955(CFS) for 0,730(Ac,) Total runoff = 3,119(CFS) Total area = 0.76(Ac.) Street flow at end of street = 3.119(CFS) Half street flow at end of street = 3.119(CFS) Depth of flow = 0.240(Ft.), Average velocity = 4.478(Ft/s) Flow width (from curb towards crown)= 7.974(Ft.) Process from Point/Station 115.200 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Page 33 C605P1.OUT upstream point/station elevation = 356,77(Ft,) Downstream point/station elevation = 356.24(Ft.) Pipe length = 5,25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.119(CFS) Given pipe size = 18,00(ln.) Calculated individual pipe flow = 3,119(CPS) Normal flow depth in pipe = 3,72(in,) Flow top width inside pipe = 14,57(in,) Critical Depth = 8,06(ln.) Pipe flow velocity = 11,84(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.94 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/station 115,200 to Point/Station 115,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0,760(Ac.) Runoff from this stream = 3,119(CFS) Time of concentration = 7,94 min. Rainfall intensity = 5,476(ln/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (in/Hr) 1 2 3 Qmax(l) 157.990 4,055 3.119 Qmax(2) = Qmax(3) = 1.000 1.000 1.000 0.991 000 000 0,976 0,984 1.000 ,64 ,74 ,94 1,000 0,987 0,962 1,000 1,000 0,975 1,000 1,000 1.000 5.613 5.565 5,476 157.990) + 4.055) + 3.119) + 157.990) + 4.055) + 3.119) + 157.990) + 4.055) + 3.119) + 164.992 163.726 161.231 Total of 3 streams to confluence: Flow rates before confluence point: 157.990 4.055 3.119 Maximum flow rates at confluence using above data: 164.992 163.726 161.231 Area of streams before confluence: 45.160 0.950 0.760 Results of confluence: Total flow rate = 164.992(CPS) Time of concentration = 7.638 min. Effective stream area after confluence = 46.870(Ac.) Process from Point/Station 115,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 116,000 Upstream point/station elevation = 354.27(Ft.) Page 34 C605P1,OUT Downstream point/station elevation = 352,00(Ft.) Pipe length = 40.47(Ft.) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 164,992(CPS) Given pipe size = 48,00(ln,) Calculated individual pipe flow = 164.992(CPS) Normal flow depth in pipe = 23.58(ln,) Plow top width inside pipe = 47.99(ln.) Critical Depth = 44,36(ln,) Pipe flow velocity = 26,87(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.66 min. process from Point/Station 115.000 to Point/Station 116.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 46.870(Ac) Runoff from this stream = 164,992(CPS) Time of concentration = 7.66 min. Rainfall intensity = 5.601(ln/Hr) Program is now starting with Main Stream No, 2 Process from Point/Station 2401,000 to Point/Station 2402.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] initial subarea flow distance = 100,00(Ft,) Highest elevation = 398,00(Ft,) Lowest elevation = 397,00(Ft,) Elevation difference = 1.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.50 min, TC = [1.8*(l,l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,8500)*(100.00A,5)/( 1.00A(l/3)]= 4.50 Settinq time of concentration to 5 minutes RainfaTl intensity (l) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.850 subarea runoff = 0.627(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 2402.000 to Point/Station 2403.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 397,00(Ft,) Downstream point elevation = 390,00(Ft.) Channel length thru subarea = 330.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = 3.449(CFS) Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Page 35 C605P1.OUT Flow(q) thru subarea = 3.449(CFS) Depth of flow = 0,226(Ft,), Average velocity = Channel flow top width = 9.047(Ft,) Flow Velocity = 3,37(Ft/s) Travel time = 1,63 min. Time of concentration = 6.63 min. Critical depth = 0.283(Ft.) Adding area flow to channel 3.371(Ft/s) DecimaT fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type Rainfall intensity = 6, Runoff coefficient used for Subarea runoff = Total runoff = A = B = C = D = .000 ,000 ,000 ,000 ] 149(ln/Hr) for a sub-area. Rational 4.704(CFS) for 0.90O(AC.) 331(CFS) Total area = 100.0 year storm method,Q=KCIA, C = 0.850 1.00(Ac.) Process from Point/Station 2403,000 to Point/Station 2403.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type Time of concentration Rainfall intensity = ] 6,63 min, 6,149(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, c = 0,850 Subarea runoff = 10,453(CPS) for 2,000(Ac.) Total runoff = 15,784(CFS) Total area = 3,00(Ac,) Process from Point/Station 2403,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 2404,000 Upstream point/station elevation = 380,00(Ft.) Downstream point/station elevation = 372.00(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.784(CPS) Given pipe size = 30.00(ln.) Calculated individual pipe flow = 15,784(CFS) Normal flow depth in pipe = ll,04(ln,) Flow top width inside pipe = 28,94(in.) Critical Depth = 16.10(in.) Pipe flow velocity = 9.64(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 7.41 min. Process from Point/Station 2404.000 to Point/Station **** SUBAREA FLOW ADDITION **** 2404.000 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type Time of concentration group A group B group C group D 0.000 1.000 0,000 0,000 7.41 min. Page 36 C605P1.OUT Rainfall intensity = 5.724(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 15.910(CFS) for 3.270(Ac,) Total runoff = 31.694(CFS) Total area = 6.27(Ac,) Process from Point/Station 2404,000 to Point/Station 2304,000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 369,88(Ft,) Downstream point/station elevation = 367.86(Ft,) Pipe length = 100,90(Ft.) Manning's N = 0,011 NO, of pipes = 1 Required pipe flow = 31,694(CPS) Given pipe size = 30.00(ln,) Calculated individual pipe flow = 31,694(CFS) Normal flow depth in pipe = 14,32(In,) Flow top width inside pipe = 29,97(in.) Critical Depth = 22,99(ln.) Pipe flow velocity = 13.69(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 7,53 min. Process from Point/Station 2404,000 to Point/Station 2304,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.270(Ac,) Runoff from this stream = 31,694(CFS) Time of concentration = 7,53 min. Rainfall intensity = 5,664(ln/Hr) Process from Point/Station 2301.000 to Point/Station **** INITIAL AREA EVALUATION **** 2302.000 group A group B group C group D 0,000 1,000 0,000 0,000 = 100,00(Ft,)' ] Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type Initial subarea flow distance Highest elevation = 390,00(Ft,) Lowest elevation = 388,00(Ft.) Elevation difference = 2.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-c) = 3,57 min, TC = [l,8*(l,l-C)*distanceA.5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,8500)*(100,00A.5)/( 2.00A(1/3)]= 3.57 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.850 Subarea runoff = 0,627(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 2302.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 2303.000 Page 37 C605P1.OUT Upstream point elevation = 388.00(Ft.) Downstream point elevation = 385.00(Ft.) Channel length thru subarea = 430.00(Ft.) Channel base width = 0.000(Ft,) Slope or 'Z' of left channel bank = 20,000 Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel Manning's 'N' =0,015 Maximum depth of channel = 1.000(Ft,) Flow(q) thru subarea = 9,720(CFS) Depth of flow = 0,411(Ft,), Average velocity Channel flow top width = 16.435(Ft.) Flow Velocity = 2.88(Ft/s) Travel time = 2,49 min. Time of concentration = 7.49 min. Critical depth = 0.430(Ft.) Adding area flow to channel DecimaT fraction soil group A group B group C group D 9.720(CFS) 2.879(Ft/s) 0.000 1.000 0.000 0.000 Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type ] Rainfall intensity = 5,685(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCiA, C = 0.850 subarea runoff = 14.013(CFS) for 2.900(Ac.) Total runoff = 14,640(CFS) Total area = 3.00(Ac,) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2303,000 to Point/Station 2303.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type Time of concentration Rainfall intensity = ] 7,49 min, 5.685(ln/Hr) for a 100,0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0,850 subarea runoff = 6.378(CFS) for 1.320(Ac.) Total runoff = 21.018(CFS) Total area = 4,32(Ac,) Process from Point/Station 2303,000 to Point/Station 2304,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 375,00(Ft,) Downstream point/station elevation = 368.03(Ft.) Pipe length = 42,37(Ft,) Manning's N = 0,011 No, of pipes = 1 Required pipe flow = 21.018(CPS) Given pipe size = 24,00(ln,) calculated individual pipe flow = 21.018(CPS) Normal flow depth in pipe = 7.16(in,) Flow top width inside pipe = 21.96(ln,) critical Depth = 19,71(in,) Pipe flow velocity = 26.71(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.52 min. Page 38 • C605P1.OUT Process from Point/Station 2303.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2304.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.320(Ac.) Runoff from this stream = 21,018(CFS) Time of concentration = 7.52 min. Rainfall intensity = 5.672(ln/Hr) Summary of stream data: Stream NO, Flow rate (CFS) TC (min) Rainfall Intensity (in/Hr) 1 2 Qmax(l) 31.694 21,018 Qmax(2) = 1,000 0.999 .000 .000 7, 7, 53 52 1, 1 000 000 0.998 1.000 5,664 5.672 31,694) + 21.018) + 31,694) + 21,018) + 52,683 52.643 Total of 2 streams to confluence: Flow rates before confluence point: 31,694 21.018 Maximum flow rates at confluence using above data: 52,683 52,643 Area of streams before confluence: 6,270 4,320 Results of confluence: Total flow rate = 52,683(CFS) Time of concentration = 7,532 min. Effective stream area after confluence = 10.590(Ac,) Process from Point/Station 2304,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 367,53(Ft,) Downstream point/station elevation = 354,89(Ft.) Pipe length = 252,70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 52.683(CFS) Given pipe size = 30.00(ln.) Calculated individual pipe flow = 52.683(CPS) Normal flow depth in pipe = 16.30(ln.) Flow top width inside pipe = 29.89(ln.) critical Depth = 27.96(ln.) Pipe flow velocity = 19.33(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 7.75 min. 2405.000 Process from Point/Station 2304.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2405.000 Along Main stream number: 2 in normal stream number 1 Stream flow area = 10.590(Ac,) Runoff from this stream = 52.683(CPS) Time of concentration = 7.75 min. Rainfall intensity = 5.561(In/Hr) Page 39 # C605P1.OUT process from Point/Station 2411,000 to Point/Station 2412.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Initial subarea flow distance = 93,00(Ft.) Highest elevation = 383.18(Ft.) Lowest elevation = 381.46(Ft.) Elevation difference = 1.72(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3,54 min. TC = [1.8*(l,l-C)*distanceA,5)/(% slopeA(l/3)] TC = [1.8*(l,l-0,8500)*( 93,OOA.5)/( 1.85A(l/3)]= 3.54 setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 Subarea runoff = 0.063(CPS) Total initial stream area = 0,010(Ac,) Process from Point/Station 2412,000 to Point/Station 2413,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 381,460(Ft,) End of street segment elevation = 366.000(Ft,) Length of street segment = 295.000(Ft.) Height of curb above gutter flowline = 6,0(ln.) width of half street (curb to crown) = 26.000(Ft,) Distance from crown to crossfall grade break = 24.500(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 = l,500(in,) Manning's N in gutter = 0.0150 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 = 0.077(CFS) Depth of flow = 0.074(Ft.), Averaqe velocity = 2.373(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.37(Ft/s) Travel time = 2.07 min. TC = 7.07 min. Adding area flow to street DecimaT fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Rainfall intensity = 5.899(in/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 2.307(CFS) for 0.460(Ac.) Total runoff = 2.369(CPS) Total area = 0.47(Ac.) Street flow at end of street = 2.369(CFS) Page 40 • c605Pl,OUT Half street flow at end of street = 2,369(CFS) Depth of flow = 0,236(Ft,), Average velocity = 4,145(Ft/s) Flow width (from curb towards crown)= 7.074(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2413,000 to Point/Station 2504.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 356.37(Ft,) Downstream point/station elevation = 355,89(Ft,) Pipe length = 4,75(Ft.) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 2,369(CFS) Given pipe size = 18,00(ln,) Calculated individual pipe flow = 2.369(CPS) Normal flow depth in pipe = 3,25(In,) Flow top width inside pipe = 13,84(in.) Critical Depth = 6.99(ln.) Pipe flow velocity = 10.92(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7,08 min, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2413,000 to Point/Station 2504,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 stream flow area = 0,470(Ac,) Runoff from this stream = 2,369(CFS) Time of concentration = 7,08 min. Rainfall intensity = 5.895(ln/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from Point/Station 2411.000 to Point/Station 2414.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 74.00(Ft.) Highest elevation = 383.18(Ft.) Lowest elevation = 381.46(Ft.) Elevation difference = 1.72(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 2.92 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*( 74,00A.5)/( 2,32A(l/3)]= 2.92 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0,063(CPS) Total initial stream area = 0.010(Ac.) Process from Point/Station 2414.000 to Point/Station 2415.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 381.460(Ft.) Page 41 m C605P1.OUT End of street segment elevation = 366.000(Ft.) Length of street segment = 280,000(Ft,) Height of curb above gutter flowline = 6,0(in,) width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0,020 Slope from grade brealc 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 = l,500(Ft,) Gutter hike from flowline = l,500(ln,) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade breaR to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.075(CFS) Depth of flow = 0.072(Ft.), Average velocity = 2.400(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 1,94 min, TC = 6,94 min. Adding area flow to street DecimaT fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Rainfall intensity = 5.969(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 1.928(CPS) for 0.380(Ac.) Total runoff = 1.991(CFS) Total area = 0.39(Ac.) Street flow at end of street = 1.991(CFS) Half street flow at end of street = 1.991(CFS) Depth of flow = 0.224(Ft,), Average velocity = 4,069(Ft/s) Flow width (from curb towards crown)= 6.466(Ft,) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2415,000 to Point/Station 2405,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 358,03(Ft.) Downstream point/station elevation = 355.89(Ft.) Pipe length = 42.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.991(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 1.991(CFS) Normal flow depth in pipe = 3.54(ln.) Flow top width inside pipe = 14.31(in.) Critical Depth = 6.37(ln.) Pipe flow velocity = 8.10(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 7.03 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2415,000 to Point/Station 2405,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0,390(Ac.) Runoff from this stream = 1.991(CFS) Time of concentration = 7.03 min. Page 42 Rainfall intensity = Summary of stream data: C605P1.OUT 5.921(ln/Hr) Stream NO. Flow rate (CPS) TC (min) Rainfall Intensity (in/Hr) 1 2 3 Qmax(l) Qmax(2) = Qmax(3) = 683 7 75 369 7 08 991 7 03 1,000 * 1.000 * 0.943 * 1,000 * 0,939 * 1,000 * 1.000 * 0.913 * 1,000 * 1,000 * 0,996 * 1,000 * 1.000 * 0,907 * 1.000 * 0.993 * 1.000 * 1.000 * 5,561 5,895 5.921 52.683) + 2,369) + 1.991) + 52,683) + 2.369) + 1.991) + 52,683) + 2.369) + 1,991) + 56.787 52.470 52.145 Total of 3 streams to confluence: Flow rates before confluence point: 52.683 2,369 1.991 Maximum flow rates at confluence using above data: 56,787 52,470 52,145 Area of streams before confluence: 10.590 0,470 0,390 Results of confluence: Total flow rate = 56.787(CPS) Time of concentration = 7.750 min. Effective stream area after confluence = 11.450(Ac.) process from Point/Station 2405.000 to Point/Station 116,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 354,39(Ft.) Downstream point/station elevation = 352.50(Ft.) Pipe length = 37.79(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 56.787(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 56.787(CFS) Normal flow depth in pipe = 15.40(in.) Plow top width inside pipe = 35.62(in.) critical Depth = 29.31(ln.) Pipe flow velocity = 19.67(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.78 min. Process from Point/Station 2405.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 116.000 The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area = 11.450(Ac.) Runoff from this stream = 56.787(CFS) Time of concentration = 7.78 min. Page 43 Rainfall intensity = Summary of stream data; Stream NO. Flow rate (CPS) C605P1.OUT .546(ln/Hr) TC (min) Rainfall intensity (in/Hr) • 1 2 164,992 56,787 Qmax(l) = Qmax(2) = 1,000 * 1,000 * 0,990 * 1.000 * ,66 .78 1,000 0.985 1,000 1.000 5.601 5,546 164,992) + 56.787) + 164.992) + 56.787) + 220.912 220.150 Total of 2 main streams to confluence: Flow rates before confluence point: 164,992 56,787 Maximum flow rates at confluence using above data: 220,912 220,150 Area of streams before confluence: 46,870 11,450 Results of confluence: Total flow rate = 220,912(CPS) Time of concentration = 7,663 min. Effective stream area after confluence = 58,320(Ac,) Process from Point/Station 116.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 116.500 upstream point/station elevation = 351,00(Ft.) Downstream point/station elevation = 341,90(Ft.) Pipe length = 218,77(Ft,) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 220.912(CPS) Given pipe size = 54.00(in.) Calculated individual pipe flow = 220.912(CPS) Normal flow depth in pipe = 28.59(in.) Flow top width inside pipe = 53.91(ln.) critical Depth = 49.91(ln,) Pipe flow velocity = 25,82(Ft/s) Travel time through pipe = 0,14 min. Time of concentration (TC) = 7,80 min. Process from Point/Station 116.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 116,500 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 58,320(Ac,) Runoff from this stream = 220,912(CPS) Time of concentration = 7.80 min. Rainfall intensity = 5.536(in/Hr) Process from Point/Station 115,100 to Point/Station **** INITIAL AREA EVALUATION **** Page 44 c605Pl,OUT 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 ] Note: user entry of impervious value, Ap = 0.850 Initial subarea flow distance = 26,00(Ft,) Highest elevation = 369,76(Ft.) Lowest elevation = 369.26(Ft,) Elevation difference = 0.50(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1,50 min. TC = [1.8*(l.l-C)*distanceA,5)/(% slopeA(l/3)] TC = [1.8*(l,l-0.8972)*( 26,00A,5)/( l,92A(l/3)]= 1.50 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,897 subarea runoff = 0,066(CFS) Total initial stream area = 0,010(Ac,) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.200 to Point/Station 116,600 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 369,260(Ft,) End of street segment elevation = 358,870(Ft,) Length of street segment = 305,000(Ft,) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 26,000(Ft.) Distance from crown to crossfall grade break = 24,500(Ft,) Slope from gutter to grade break (v/hz) = 0,094 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 = l,200(Ft,) Gutter hike from flowline = l,330(ln,) Manning's N in gutter = 0,0150 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 = 0,080(CPS) Depth of flow = 0,084(Ft.), Average velocity = 2.082(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.200(Ft.) Flow velocity = 2.08(Ft/s) Travel time = 2.44 min. TC = 7.44 min. Adding area flow to street DecimaT 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 ] Note: user entry of impervious value, Ap = 0.850 Rainfall intensity = 5.708(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.897 Subarea runoff = 2.151(CFS) for 0.420(Ac) Total runoff = 2.217(CPS) Total area = 0.43(Ac.) Street flow at end of street = 2.217(CPS) Half street flow at end of street = 2.217(CFS) Depth of flow = 0,258(Ft,), Average velocity = 3.470(Ft/s) Flow width (from curb towards crown)= 7.463(Ft.) Page 45 C605P1.OUT Process from Point/Station 116,600 to Point/Station **** PIPEFLOW TRAVEL TIME (User Specified size) **** 116.500 Upstream point/station elevation = 344,00(Ft,) Downstream point/station elevation = 343,40(Ft.) Pipe length = 5.25(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 2,217(CFS) Given pipe size = 18,00(ln.) Calculated individual pipe flow = 2.217(CFS) Normal flow depth in pipe = 3,05(in,) Flow top width inside pipe = 13.50(ln.) Critical Depth = 6.75(ln,) Pipe flow velocity = 11.19(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.45 min. process from Point/station 116,600 to Point/Station 116,500 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0,430(Ac.) Runoff from this stream = 2.217(CPS) Time of concentration = 7,45 min. Rainfall intensity = 5,705(ln/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall intensity (in/Hr) 1 220.912 7.80 2 2,217 7,45 Qmax(l) = 1,000 * 1,000 * 0,970 * 1,000 * Qmax(2) = 1,000 * 0.954 * 1,000 * 1,000 * 5,536 5,705 220,912) + 2,217) + 220,912) + 2,217) + 223,064 213,063 Total of 2 streams to confluence: Flow rates before confluence point: 220,912 2,217 Maximum flow rates at confluence using above data: 223,064 213.063 Area of streams before confluence: 58,320 0,430 Results of confluence: Total flow rate = 223.064(CFS) Time of concentration = 7.805 min. Effective stream area after confluence = 58.750(Ac,) Process from Point/Station 116.500 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 341.90(Ft.) Downstream point/station elevation = 341.00(Ft.) Page 46 m C605P1.OUT Pipe length = 21.58(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 223,064(CFS) Given pipe size = 54,00(in.) Calculated individual pipe flow = 223.064(CFS) Normal flow depth in pipe = 28,73(In,) Flow top width inside pipe = 53.89(in.) critical Depth = 49.99(in.) Pipe flow velocity = 25.91(Ft/s) Travel time through pipe = 0,01 min. Time of concentration (TC) = 7,82 min. Process from Point/Station 116,500 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 117,000 The following data inside Main Stream is listed: in Main Stream number: 1 Stream flow area = 58,750(Ac,) Runoff from this stream = 223,064(CFS) Time of concentration = 7.82 min. Rainfall intensity = 5,529(in/Hr) Program is now starting with Main Stream No, 2 Process from Point/Station **** INITIAL AREA EVALUATION 2407,000 to Point/Station 2408.000 **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] initial subarea flow distance = 200.00(Ft,) Highest elevation = 399,00(Ft.) Lowest elevation = 395,00(Ft,) Elevation difference = 4,00(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5,05 min. TC = [l,8*(l,l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,8500)*(200,OOA.5)/( 2,OOA(l/3)]= 5.05 Rainfall intensity (i) = 7.329 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 subarea runoff = 0.623(CPS) Total initial stream area = 0.100(Ac.) process from Point/Station 2408,000 to Point/Station *«** IMPROVED CHANNEL TRAVEL TIME **** 2409.000 395.00(Ft.) 390,00(Ft,) 350.00(Ft,) 0,000(Ft,) bank = 20,000 Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width Slope or 'Z' of left channel Slope or 'Z' of right channel bank = 20.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 4,361(CFS) Depth of flow = 0.266(Ft,), Average velocity = Page 47 4.361(CFS) 3.082(Ft/s) C605P1.OUT Channel flow top width = 10.639(Ft.) Flow velocity = 3.08(Ft/s) Travel time = 1.89 min. Time of concentration = 6.94 min, critical depth = 0,313(Ft,) Adding area flow to channel DecimaT fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Rainfall intensity = 5,969(in/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0,850 Subarea runoff = 6.088(CFS) for l,200(Ac,) Total runoff = 6,711(CFS) Total area = l,30(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2409,000 to Point/Station 2410.000 **** PIPEFLOW TRAVEL TIME (User Specified size) **** Upstream point/station elevation = 380,00(Ft.) Downstream point/station elevation = 370,00(Ft,) Pipe length = 500,00(Ft.) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 6,711(CFS) Given pipe size = 24,00(in,) Calculated individual pipe flow = 6.711(CFS) Normal flow depth in pipe = 7,46(ln,) Flow top width inside pipe = 22.22(in.) Critical Depth = 11.01(in.) Pipe flow velocity = 8.06(Ft/s) Travel time through pipe = 1.03 min. Time of concentration (TC) = 7.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2410,000 to Point/Station 2410,000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Time of concentration = 7,98 min. Rainfall intensity = 5.458(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 Subarea runoff = 10.206(CFS) for 2.200(Ac.) Total runoff = 16.918(CFS) Total area = 3. 50(Ac) Process from Point/Station 2410.000 to Point/Station 123.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 370.00(Ft.) Downstream point/station elevation = 364,00(Ft,) Pipe length = 750,00(Ft,) Manning's N = 0,010 No, of pipes = 1 Required pipe flow = 16,918(CFS) Given pipe size = 36,00(ln,) calculated individual pipe flow = 16,918(CPS) Normal flow depth in pipe = 11.43(in,) Flow top width inside pipe = 33.51(ln.) Page 48 C605P1.OUT Critical Depth = 15.78(in.) Pipe flow velocity = 8,78(Ft/s) Travel time through pipe = 1,42 min. Time of concentration (TC) = 9,40 min. process from Point/Station 123,000 to Point/Station 123,000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Time of concentration = 9.40 min. Rainfall intensity = 4,909(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.850 subarea runoff = 36,556(CFS) for 8,760(Ac,) Total runoff = 53,474(CFS) Total area = 12,26(Ac,) Process from Point/Station 123,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 117,000 upstream point/station elevation = 354.17(Ft.) Downstream point/station elevation = 342.17(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 53.474(CFS) Given pipe size = 36.00(ln.) calculated individual pipe flow = 53.474(CFS) Normal flow depth in pipe = 10.32(In.) Flow top width inside pipe = 32.56(ln.) critical Depth = 28,49(ln,) Pipe flow velocity = 31.95(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.43 min. Process from Point/Station 123,000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 117,000 The following data inside Main Stream is listed: in Main Stream number: 2 Stream flow area = 12,260(Ac) Runoff from this stream = 53.474(CFS) Time of concentration = 9.43 min. Rainfall intensity = 4.899(in/Hr) Program is now starting with Main stream No. 3 Process from Point/Station **** INITIAL AREA EVALUATION 115.300 to **** Point/Station 115.200 Decimal fraction Decimal fraction Decimal fraction Decimal fraction [INDUSTRIAL area initial subarea soil soil soil soil group group group group A B c D 0.000 1.000 0.000 0,000 type flow distance = 26.00(Ft.) Page 49 ] C605P1.OUT Highest elevation = 369,76(Ft,) Lowest elevation = 369.26(Ft,) Elevation difference = 0.50(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 1,85 min, TC = [l,8*(l,l-C)*distanceA.5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,8500)*( 26.00A,5)/( l,92A(l/3)]= 1,85 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 subarea runoff = 0,063(CPS) Total initial stream area = 0.010(Ac) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/station 115.200 to Point/Station 121.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 369,260(Ft,) End of street segment elevation = 357,050(Ft,) Length of street segment = 330,000(Ft,) Height of curb above gutter flowline = 6,0(ln,) width of half street (curb to crown) = 26,000(Ft,) Distance from crown to crossfall grade break = 24.500(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 = l,500(ln,) Manning's N in gutter = 0.0150 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 = 0.081(Ft.), Averaqe velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.12(Ft/s) 0.083(CFS) 2.122(Ft/s) Travel time = 2.59 min. TC = 7,59 min. Adding area flow to street DecimaT fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Rainfall intensity = 5.635(ln/Hr) for a Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 3.113(CPS) for 0,650(Ac,) Total runoff = 3.176(CFS) Total area = 0.66(Ac.) Street flow at end of street = 3.176(CFS) Half street flow at end of street = 3.176(CFS) Depth of flow = 0.268(Ft.), Average velocity = 3.878(Ft/s) Flow width (from curb towards crown)= 8.648(Ft.) 100.0 year storm Process from Point/Station 121.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 344.92(Ft.) Downstream point/station elevation = 342.67(Ft.) Pipe length = 42.25(Ft.) Manning's N = 0.013 Page 50 m C605P1.OUT No. of pipes = 1 Required pipe flow = 3.176(CFS) Given pipe size = 30,00(ln.) Calculated individual pipe flow = 3.176(CFS) Normal flow depth in pipe = 3,76(ln.) Flow top width inside pipe = 19,88(in.) critical Depth = 7,01(ln,) Pipe flow velocity = 8,92(Ft/s) Travel time through pipe = 0,08 min. Time of concentration (TC) = 7.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121,000 to Point/Station 117,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed; In Main Stream number: 3 Stream flow area = 0,660(Ac,) Runoff from this stream = 3,176(CFS) Time of concentration = 7.67 min. Rainfall intensity = 5,598(ln/Hr) Summary of stream data: Stream No, Flow rate (CPS) TC (min) Rainfall intensity (in/Hr) 1 2 3 Qmax(l) 223.064 53.474 3.176 Qmax(2) = Qmax(3) = 7.82 9.43 7.67 1, 000 * 1. 000 * 1, 000 * 0. 829 * 0, 988 * 1. 000 * 0, 886 * 1. 000 * 1. 000 * 1. 000 * 0. 875 * 1. 000 * 1. 000 * 0. 981 * 1. 000 * 0. 813 * 1. 000 * 1. 000 * 5.529 4.899 5.598 223.064) + 53.474) + 3,176) + 223,064) + 53,474) + 3,176) + 223,064) + 53,474) + 3.176) + 270,527 253,891 265,509 Total of 3 main streams to confluence: Flow rates before confluence point: 223,064 53.474 3.176 Maximum flow rates at confluence using above data: 270.527 253.891 265.509 Area of streams before confluence: 58.750 12.260 0.660 Results of confluence: Total flow rate = 270.527(CFS) Time of concentration = 7.819 min. Effective stream area after confluence = 71.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ process from Point/Station 117.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 340.67(Ft.) Page 51 C605P1.OUT Downstream point/station elevation = 326.46(Ft.) Pipe length = 285.56(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 270.527(CPS) Given pipe size = 54.00(ln,) calculated individual pipe flow = 270,527(CPS) Normal flow depth in pipe = 30,66(in,) Flow top width inside pipe = 53.50(ln,) Critical depth could not be calculated. Pipe flow velocity = 29,01(Ft/s) Travel time through pipe = 0,16 min. Time of concentration (TC) = 7.98 min, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117,000 to Point/Station 118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 71,670(Ac,) Runoff from this stream = 270,527(CFS) Time of concentration = 7,98 min. Rainfall intensity = 5.456(ln/Hr) ++++++++++++++++++++++++++++++++++++++++4-+++++++++++++++++^ Process from Point/Station 2501,000 to Point/Station 2502,000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0,850 given for subarea initial subarea flow distance = 100,00(Ft.) Highest elevation = 396,00(Ft,) Lowest elevation = 394.00(Ft,) Elevation difference = 2.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 3,57 min, TC = [1.8*(l,l-C)*distanceA.5)/(% slopeA(i/3)] TC = [l,8*(l.l-0,8500)*(100,OOA.5)/( 2,00A(l/3)]= 3,57 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 Subarea runoff = 0,627(CFS) Total initial stream area = 0.100(Ac.) process from Point/Station 2502.000 to Point/Station 2503.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 394.00(Ft.) Downstream point elevation = 389.00(Ft.) Channel length thru subarea = 300.00(Ft,) Channel base width = 0,000(Ft.) Slope or 'Z' of left channel bank = 20.000 Slope or 'Z' of right channel bank = 20,000 Estimated mean flow rate at midpoint of channel = 3.762(CPS) Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.762(CPS) Depth of flow = 0.244(Ft.), Average velocity = 3.147(Ft/s) Channel flow top width = 9,779(Ft,) Flow velocity = 3.15(Ft/s) Travel time = 1.59 min. Time of concentration = 6.59 min. Page 52 C605P1.OUT critical depth = 0.293(Ft.) Adding area flow to channel User specified 'C value of 0,850 given for subarea Rainfall intensity = 6,175(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0,850 Subarea runoff = 5.248(CFS) for 1.000(Ac,) Total runoff = 5,875(CFS) Total area = 1.10(Ac,) Process from Point/Station 2503,000 to Point/Station 2503,000 **** SUBAREA FLOW ADDITION **** user specified 'C value of 0,850 given for subarea Time or concentration = 6.59 mm. Rainfall intensity = 6.175(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 subarea runoff = 12.596(CFS) for 2,400(Ac,) Total runoff = 18,472(CPS) Total area = 3.50(Ac,) Process from Point/station 2503,000 to Point/Station 2504.000 **** PIPEFLOW TRAVEL TIME (User Specified size) **** Upstream point/station elevation = 380.00(Ft.) Downstream point/station elevation = 375.00(Ft,) Pipe length = 480,00(Ft,) Manning's N = 0.011 No, of pipes = 1 Required pipe flow = 18,472(CPS) Given pipe size = 24,00(ln,) calculated individual pipe flow = 18,472(CFS) Normal flow depth in pipe = 14.47(In.) Flow top width inside pipe = 23.48(In.) critical Depth = 18,58(in,) Pipe flow velocity = 9,33(Ft/s) Travel time through pipe = 0,86 min. Time of concentration (TC) = 7,45 min, +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2504,000 to Point/Station 2504,000 **** SUBAREA FLOW ADDITION **** user specified 'C' value of 0.850 given for subarea Time of concentration = 7,45 mm. Rainfall intensity = 5,706(in/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, c = 0.850 Subarea runoff = 20,274(CFS) for 4,180(Ac,) Total runoff = 38,746(CFS) Total area = 7,68(Ac.) Process from Point/Station 2504.000 to Point/Station 118.500 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 368.20(Ft.) Downstream point/station elevation = 329.36(Ft.) Pipe length = 111.90(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 38.746(CFS) Given pipe size = 30,00(ln,) calculated individual pipe flow = 38.746(CFS) Normal flow depth in pipe = 8,12(in,) Flow top width inside pipe = 26,66(ln,) Page 53 C605P1,OUT Critical Depth = 25.20(ln.) Pipe flow velocity = 36.09(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.50 min. Process from Point/station 118,500 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 118.000 Upstream point/station elevation = 329,03(Ft,) Downstream point/station elevation = 328,13(Ft.) Pipe length = 45,24(Ft.) Manning's N = 0,013 NO. of pipes = 1 Required pipe flow = 38.746(CFS) Given pipe size = 30.00(ln,) Calculated individual pipe flow = 38,746(CFS) Normal flow depth in pipe = 17,95(In,) Flow top width inside pipe = 29.41(ln,) Critical Depth = 25,20(ln,) Pipe flow velocity = 12.63(Ft/s) Travel time through pipe = 0,06 min. Time of concentration (TC) = 7,56 min. Process from Point/Station 118,500 to Point/Station 118,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 1 in normal stream number 2 Stream flow area = 7,680(Ac,) Runoff from this stream = 38.746(CFS) Time of concentration = 7,56 min. Rainfall intensity = 5.652(ln/Hr) Summary of stream data: Stream NO. Flow rate (CPS) TC (mi n) Rainfall Intensity (in/Hr) 1 270,527 7.98 2 38.746 7.56 Qmax(l) = 1.000 * 1.000 * 0.965 * 1.000 * Qmax(2) = 1.000 * 0.947 * 1.000 * 1.000 * 5.456 5.652 270.527) + 38.746) + 270.527) + 38.746) + 307.928 294,861 Total of 2 streams to confluence: Flow rates before confluence point: 270,527 38,746 Maximum flow rates at confluence using above data: 307.928 294,861 Area of streams before confluence: 71,670 7.680 Results of confluence: Total flow rate = 307,928(CPS) Time of concentration = 7.983 min. Effective stream area after confluence = 79.350(Ac.) Process from Point/Station 118.000 to Point/Station Page 54 119.000 C605P1.OUT **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 326.13(Ft.) Downstream point/station elevation = 301,50(Ft,) Pipe length = 310.00(Ft.) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 307,928(CFS) Given pipe size = 54,00(In,) calculated individual pipe flow = 307,928(CPS) Normal flow depth in pipe = 28,76(ln,) Flow top width inside pipe = 53,89(ln,) Critical depth could not be calculated. Pipe flow velocity = 35,77(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 8,13 min, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118,000 to Point/Station 119,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 79.350(Ac,) Runoff from this stream = 307,928(CFS) Time of concentration = 8,13 min. Rainfall intensity = 5,393(ln/Hr) Process from Point/Station 120,000 to Point/Station 121,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1,000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [RURAL (greater than 1/2 acre) area type ] Initial subarea flow distance = 65,00(Ft,) Highest elevation = 386.00(Ft.) Lowest elevation = 356.00(Ft.) Elevation difference = 30.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 3.03 min. TC = [1.8*(l,l-C)*distanceA,5)/(% slopeA(i/3)] TC = [1.8*(l.l-0.3500)*( 65.00A.5)/( 46.15A(l/3)]= 3.03 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.026(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 121,000 to Point/Station 122.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 356,000(Ft,) End of street segment elevation = 316,000(Ft,) Length of street segment = 590,000(Ft,) Height of curb above gutter flowline = 6,0(ln,) Width of half street (curb to crown) = 26,000(Ft,) Distance from crown to crossfall grade break = 24,500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Page 55 m C605P1.OUT 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(ln,) Manning's N in gutter = 0.0150 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 = 0,045(CPS) Depth of flow = 0,057(Ft,), Average velocity = 2,279(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1,500(Ft.) Flow velocity = 2,28(Ft/s) Travel time = 4.32 min, TC = 9,32 min. Adding area flow to street user specified 'C' value of 0.530 given for subarea Rainfall intensity = 4,939(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.530 subarea runoff = 3.795(CFS) for l,450(Ac,) Total runoff = 3,821(CFS) Total area = l,46(Ac) Street flow at end of street = 3,821(CFS) Half street flow at end of street = 3,821(CFS) Depth of flow = 0,260(Ft,), Average velocity = 5,107(Ft/s) Flow width (from curb towards crown)= 8,228(Ft,) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122,000 to Point/Station 119,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 305,50(Ft,) Downstream point/station elevation = 304,50(Ft,) Pipe length = 42.25(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 3.821(CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 3.821(CFS) Normal flow depth in pipe = 5.96(in,) Flow top width inside pipe = 16,94(In,) critical Depth = 8.96(ln,) Pipe flow velocity = 7,49(Ft/s) Travel time through pipe = 0,09 min. Time of concentration (TC) = 9,41 min. Process from Point/Station 122,000 to Point/station 119.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 stream flow, area = 1.460(Ac.) Runoff from this stream = 3.821(CFS) Time of concentration = 9.41 min. Rainfall intensity = 4.907(in/Hr) Process from Point/Station 123.000 to Point/Station 124.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Page 56 C605P1.OUT [RURAL (greater than 1/2 acre) area type ] Initial subarea flow distance = 30.00(Ft,) Highest elevation = 372,00(Ft,) Lowest elevation = 356,00(Ft,) Elevation difference = 16,00(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-c) = 1,96 min, TC = [1.8*(l,l-C)*distanceA,5)/(% slopeA(i/3)] TC = [l,8*(l,l-0,3500)*( 30.00A,5)/( 53.33A(l/3)]= 1,96 Setting time of concentration to 5 minutes RainfaTl intensity (i) =. 7.377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0,026(CFS) Total initial stream area = 0.010(Ac) ++++++++++++++++++++++++++++++++++++++++++4-+++++++++++++^ Process from Point/Station 124,000 to Point/Station 125,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 356,000(Ft,) End of street segment elevation = 316.000(Ft.) Length of street segment = 590,000(Ft,) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 26,000(Ft,) Distance from crown to crossfall grade break = 24,500(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 = l,500(Ft.) Gutter hike from flowline = l,500(ln,) Manning's N in gutter = 0,0150 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 = 0.033(CFS) Depth of flow = 0,051(Ft,), Average velocity = 2,107(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = l,500(Ft,) Flow velocity = 2,ll(Ft/s) Travel time = 4,67 min, TC = 9.67 min. Adding area flow to street user specified 'C' value of 0.860 given for subarea Rainfall intensity = 4.822(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.860 Subarea runoff = 2.156(CFS) for 0,520(Ac.) Total runoff = 2,182(CPS) Total area = 0,53(Ac.) street flow at end of street = 2.182(CPS) Half street flow at end of street = 2.182(CPS) Depth of flow = 0,224(Pt.), Average velocity = 4.498(Ft/s) Flow width (from curb towards crown)= 6.434(Pt.) Process from Point/Station 125.000 to Point/Station 119.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 305.00(Ft.) Downstream point/station elevation = 304,50(Ft,) Pipe length = 4,25(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.182(CPS) Given pipe size = 18.00(ln.) Page 57 C605P1.OUT calculated individual pipe flow = 2.182(CPS) Normal flow depth in pipe = 3,00(ln,) Flow top width inside pipe = 13,42(in,) Critical Depth = 6,69(ln,) Pipe flow velocity = ll,24(Ft/s) Travel time through pipe = 0,01 min. Time of concentration (TC) = 9.67 min. Process from Point/Station 125,000 to Point/Station 119,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.530(Ac,) Runoff from this stream = 2,182(CFS) Time of concentration = 9,67 min. Rainfall intensity = 4.820(in/Hr) Summary of stream data: Stream NO. Flow rate (CPS) TC (min) Rainfall Intensity (in/Hr) 1 2 3 Qmax(l) Qmax(2) = Qmax(3) = 928 8 13 821 9 41 182 9 67 1.000 * 1,000 * 1.000 * 0,864 * 1.000 * 0,840 * 0.910 * 1.000 * 1.000 * 1,000 * 1.000 * 0,973 * 0.894 * 1,000 * 0.982 * 1,000 * 1.000 * 1.000 * 5,393 4,907 4.820 307.928) + 3.821) + 2,182) + 307,928) + 3,821) + 2,182) + 307.928) + 3,821) + 2,182) + 313,061 286,107 281,128 Total of 3 streams to confluence: Flow rates before confluence point: 307.928 3.821 2.182 Maximum flow rates at confluence using above data: 313.061 286.107 281.128 Area of streams before confluence: 79.350 1.460 0.530 Results of confluence: Total flow rate = 313.061(CFS) Time of concentration = 8.127 min. Effective stream area after confluence = 81.340(Ac.) Process from Point/Station 119.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 301.00(Ft,) Downstream point/station elevation = 295,16(Ft.) Pipe length = 63.92(Ft.) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 313.061(CFS) Given pipe size = 60.00(ln.) calculated individual pipe flow = 313.061(CFS) Page 58 C605P1,OUT Normal flow depth in pipe = 26,30(in,) Flow top width inside pipe = 59,54(ln,) critical Depth = 56.58(ln,) Pipe flow velocity = 37,80(Ft/s) Travel time through pipe = 0,03 min. Time of concentration (TC) = 8.16 min, +++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from Point/Station 119,000 to Point/Station 128,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 81,340(Ac,) Runoff from this stream = 313,061(CFS) Time of concentration = 8.16 min. Rainfall intensity = 5,381(in/Hr) Program is now starting with Main Stream No, 2 ++++++++++4-+++++++++++++++++++++++++++++++++4-+++++++++++ Process from Point/Station 164,000 to Point/Station 165,000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0,880 given for subarea initial subarea flow distance = 460,00(Ft,) Highest elevation = 366,00(Ft,) Lowest elevation = 360,00(Ft,) Elevation difference = 6,00(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 7,77 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0,8800)*(460,00A,5)/( l,30A(l/3)]= 7,77 Rainfall intensity (I) = 5,550 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,880 Subarea runoff = 18,608(CFS) Total initial stream area = 3.810(Ac,) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 165,000 to Point/Station 132.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 349,88(Ft,) Downstream point/station elevation = 344,33(Ft,) Pipe length = 120,60(Ft,) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 18.608(CFS) Given pipe size = 18,00(In.) calculated individual pipe flow = 18.608(CPS) Normal flow depth in pipe = 12.47(in.) Flow top width inside pipe = 16.61(in.) Critical depth could not be calculated. Pipe flow velocity = 14.25(Ft/s) Travel time through pipe = 0,14 min. Time of concentration (TC) = 7.91 min. Process from Point/Station 165,000 to Point/Station 132,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Page 59 m c605Pl,OUT Stream flow area = 3,810(Ac) Runoff from this stream = 18,608(CFS) Time of concentration = 7,91 min. Rainfall intensity = 5,486(ln/Hr) ++++++++++++++++++++++++4-+++++++++++++++++++++++4-++++++++++^ Process from Point/Station 129,000 to Point/Station 130.000 **** INITIAL AREA EVALUATION **** user specified 'C value of 0,850 given for subarea initial subarea flow distance = 570,00(Ft,) Highest elevation = 437.00(Ft,) Lowest elevation = 425.00(Ft,) Elevation difference = 12.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8,38 min, TC = [1.8*(l,l-C)*distanceA,5)/(% slopeA(l/3)] TC = [1.8*(l.l-O.850O)*(570.0OA.5)/( 2.11A(l/3)]= 8.38 Rainfall intensity (l) = 5,286 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,850 subarea runoff = 18,468(CPS) Total initial stream area = 4.110(Ac,) +4-++++++++++++++++++++++4-++++++++++++++++++++++++++++++++++++ Process from Point/Station 130,000 to Point/Station 131,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 415.00(Ft,) Downstream point/station elevation = 365.33(Ft,) Pipe length = 121.73(Ft,) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 18,468(CPS) Given pipe size = 18,00(ln,) Calculated individual pipe flow = 18,468(CFS) Normal flow depth in pipe = 6,46(ln.) Flow top width inside pipe = 17.27(in.) Critical depth could not be calculated. Pipe flow velocity = 32.42(Ft/s) Travel time through pipe = 0.O6 min. Time of concentration (TC) = 8.45 min. Process from Point/Station 131.000 to Point/Station 132.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 365.00(Ft.) Downstream point/station elevation = 344.33(Ft.) Pipe length = 287.00(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 18.468(CPS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 18.468(CPS) Normal flow depth in pipe = 10,63(in,) Flow top width inside pipe = 17,70(ln,) Critical depth could not be calculated. Pipe flow velocity = 17,01(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 8.73 min. Process from Point/Station 131.000 to Point/Station 132.000 Page 60 C605P1.OUT **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 2 in normal stream number 2 Stream flow area = 4.110(Ac,) Runoff from this stream = 18.468(CPS) Time of concentration = 8.73 min. Rainfall intensity = 5,151(ln/Hr) Summary of stream data: stream NO. Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 1 2 Qmax(l) 18.608 18,468 7.91 8.73 5.486 5,151 Qmax(2) = 1,000 1.000 0,939 1,000 1,000 * 0,907 * 000 000 18,608) + 18.468) + 18,608) + 18.468) + 35,357 35,940 Total of 2 streams to confluence: Flow rates before confluence point: 18,608 18.468 Maximum flow rates at confluence using above data: 35,357 35,940 Area of streams before confluence: 3,810 4.110 Results of confluence: Total flow rate = 35.940(CFS) Time of concentration = 8,726 min. Effective stream area after confluence = 7,920(Ac.) Process from Point/Station 132,000 to Point/Station 132.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 344,00(Ft,) Downstream point/station elevation = 327,33(Ft,) Pipe length = 228.63(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 35,940(CPS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 35,940(CFS) Normal flow depth in pipe = 13,24(in.) Plow top width inside pipe = 23.87(ln.) critical depth could not be calculated. Pipe flow velocity = 20,23(Ft/s) Travel time through pipe = 0,19 min. Time of concentration (TC) = 8.91 min. process from Point/Station 132.100 to Point/Station 133,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 327,00(Ft,) Downstream point/station elevation = 310.33(Ft.) Pipe length = 146.07(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 35,940(CFS) Given pipe size = 24.00(ln.) calculated individual pipe flow = 35.940(CFS) Page 61 m C605P1.OUT Normal flow depth in pipe = 11.58(In.) Flow top width inside pipe = 23.99(in,) Critical depth could not be calculated. Pipe flow velocity = 23,95(Ft/s) Travel time through pipe = 0,10 min. Time of concentration (TC) = 9,02 min, +++++++++++++++++++++++++++++++++++++++4-4-4-++++++++++++++++ Process from Point/station 132.000 to Point/station 133,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7,920(Ac) Runoff from this stream = 35.940(CFS) Time of concentration = 9.02 min. Rainfall intensity = 5,044(in/Hr) Process from Point/Station 130.000 to Point/Station 134.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0,630 Decimal fraction soil group C = 0,370 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] initial subarea flow distance = 500.00(Ft.) Highest elevation = 373.00(Ft.) Lowest elevation = 364.00(Ft.) Elevation difference = 9.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 7,66 min, TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(i/3)] TC = [l,8*(l.l-0,8685)*(500,00A.5)/( l,80A(l/3)3= 7.66 Rainfall intensity (I) = 5.603 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.868 Subarea runoff = 20.146(CFS) Total initial stream area = 4.140(Ac.) Process from Point/Station 134.000 to Point/station 133.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 353.80(Ft.) Downstream point/station elevation = 310,50(Ft,) Pipe length = 129,60(Ft.) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 20,146(CFS) Given pipe size = 18.00(in,) Calculated individual pipe flow = 20.146(CFS) Normal flow depth in pipe = 7.14(in.) Flow top width inside pipe = 17.61(ln,) Critical depth could not be calculated. Pipe flow velocity = 30,86(Ft/s) Travel time through pipe = 0,07 min. Time of concentration (TC) = 7.73 min. Process from Point/Station 134.000 to Point/Station 133.000 **** CONFLUENCE OF MINOR STREAMS **** Page 62 C605P1.OUT Along Main Stream number: 2 in normal stream number 2 stream flow area = 4.140(Ac) Runoff from this stream = Time of concentration = Rainfall intensity = 5. Summary of stream data: 20.146(CFS) 7,73 min, 570(ln/Hr) Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (in/Hr) 35.940 20.146 9,02 7,73 Qmax(l) = Qmax(2) = 1,000 * 0,905 * 1,000 * 1,000 * 1.000 * 1.000 * 0.857 * 1.000 * 5. 5. 35.940) + 20.146) + 35.940) + 20.146) + 044 570 54.181 50.957 Total of 2 streams to confluence: Flow rates before confluence point: 35.940 20,146 Maximum flow rates at confluence using above data: 54,181 50,957 Area of streams before confluence: 7.920 4,140 Results of confluence: Total flow rate = 54,181(CFS) Time of concentration = 9,016 min. Effective stream area after confluence = 12.060(Ac.) +++++++++++++++++++++++++++++++4-++4-++++++++++++++++++++++++ Process from Point/station 133,000 to Point/Station 137.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 310.00(Ft,) Downstream point/station elevation = 302.60(Ft,) Pipe length = 134,32(Ft.) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 54,181(CFS) Given pipe size = 24,00(ln,) Calculated individual pipe flow = 54.181(CFS) Normal flow depth in pipe = 20.16(ln,) Flow top width inside pipe = 17,60(In,) Critical depth could not be calculated. Pipe flow velocity = 19.25(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 9.13 min. Process from Point/Station 133,000 to Point/Station 137.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 12.060(AC.) Runoff from this stream = 54,181(CFS) Time of concentration = 9,13 min. Rainfall intensity = 5.002(ln/Hr) Page 63 C605P1.OUT Process from Point/Station 135,000 to Point/Station 132,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0,000 Decimal fraction soil group C = 1,000 Decimal fraction soil group D = 0.000 [RURAL (greater than 1/2 acre) area type ] Initial subarea flow distance = 120.00(Ft.) Highest elevation = 407,00(Ft.) Lowest elevation = 355.00(Ft,) Elevation difference = 52,00(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 3,93 min, TC = [1.8*(l.l-C)*distanceA,5)/(% slopeA(l/3)] TC = [1.8*(l,l-0,4000)*(120,00A,5)/( 43.33A(l/3)]= 3,93 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,400 subarea runoff = 0.030(CFS) Total initial stream area = 0,010(Ac,) +++++++++++4-++++++++++++++4-+++++++++4-++++++++++++++++++ Process from Point/Station 132,000 to Point/Station 136,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 355.000(Ft.) End of street segment elevation = 314.000(Ft,) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = 6.0(in,) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break tv/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) = O.02O Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's Nin gutter = 0.0150 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 = 0.057(CPS) Depth of flow = 0.062(Ft.), Averaqe velocity = 2.496(Ft/s) Streetflow hydraulics at midpoint or street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 2.50(Ft/s) Travel time = 3.74 min. TC = 8.74 min. Adding area flow to street user specified 'C value of 0.550 given for subarea Rainfall intensity = 5.146(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.550 Subarea runoff = 5.293(CFS) for l,870(Ac,) Total runoff = 5,322(CPS) Total area = 1,88(Ac) Street flow at end of street = 5.322(CFS) Half street flow at end of street = 5.322(CFS) Depth of flow = 0.281(Ft.), Average velocity = 5.684(Ft/s) Flow width (from curb towards crown)= 9.301(Ft.) Page 64 C605P1.OUT Process from Point/Station 136.000 to Point/Station 137.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 303.60(Ft.) Downstream point/station elevation = 303,10(Ft,) Pipe length = 5,25(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = Given pipe size = 18.00(in.) Calculated individual pipe flow = 5 Normal flow depth in pipe = 4.93(In,) Flow top width inside pipe = 16.06(in.) critical Depth = 10.67(ln,) Pipe flow velocity = 13,54(Ft/s) Travel time through pipe = 0,01 min. Time of concentration (TC) = 8,75 min 5.322(CFS) 322(CFS) Process from Point/Station 136.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 137,000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1,880(Ac.) Runoff from this stream = 5,322(CFS) Time of concentration = 8,75 min. Rainfall intensity = 5,143(ln/Hr) Process from Point/Station 138.000 to Point/Station 139.000 **** INITIAL AREA EVALUATION **** ,000 ,000 80.00(Ft.)" ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1 Decimal fraction soil group D = 0 [INDUSTRIAL area type Initial subarea flow distance = Highest elevation = 360.00(Ft.) Lowest elevation = 355,00(Ft,) Elevation difference = 5.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.75 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*( 80.00A.5)/( 6.25A(l/3)]= 1.75 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 subarea runoff = 0.066(CFS) Total initial stream area = 0.010(Ac,) Process from Point/Station 139,000 to Point/Station 140,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 355.000(Ft.) End of street segment elevation = 314.000(Ft,) Length of street segment = 560,000(Ft.) Height of curb above gutter flowline = 6,0(ln,) width of half street (curb to crown) = 26,000(Ft.) Distance from crown to crossfall grade break = 24,500(Ft,) Slope from gutter to grade break (v/hz) = 0.020 Page 65 m C605P1.OUT 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 = l,500(Ft.) Gutter hike from flowline = 1.500(ln,) Manning's N in gutter = 0,0150 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 = 0.093(CPS) Depth of flow = 0.074(Ft,), Average velocity = 2,822(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft,) Flow velocity = 2.82(Ft/s) Travel time = 3.31 min, TC = 8,31 min. Adding area flow to street User specified 'C value of 0,760 given for subarea Rainfall intensity = 5,317(ln/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.760 subarea runoff = 3,273(CFS) for 0.810(Ac,) Total runoff = 3,340(CFS) Total area = 0,82(Ac.) Street flow at end of street = 3,340(CFS) Half street flow at end of street = 3,340(CFS) Depth of flow = 0.248(Ft,), Average velocity = 5.099(Ft/s) Flow width (from curb towards crown)= 7.640(Ft,) ++++4-+++++++++++++++++4-++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 137.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 303,60(Ft,) Downstream point/station elevation = 302,83(Ft.) Pipe length = 43.25(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 3,340(CPS) Given pipe size = 18,00(ln,) Calculated individual pipe flow = 3.340(CFS) Normal flow depth in pipe = 5.98(in.) Flow top width inside pipe = 16,96(ln.) Critical Depth = 8.36(ln.) Pipe flow velocity = 6.51(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 8,42 min, ++++++++++++4-++++++++++++++++++++++++4-+++4-+++4-++++++++++++++ Process from Point/Station 140.000 to Point/Station 137,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0,820(Ac,) Runoff from this stream = 3.340(CFS) Time of concentration = 8,42 min. Rainfall intensity = 5.272(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity NO. (CPS) (min) (in/Hr) 1 54.181 9.13 5.002 2 5.322 8.75 5.143 3 3.340 8.42 5.272 Page 66 C605P1.OUT 1.000 * 1,000 * 54,181) + 0.972 * 1,000 * 5,322) 0.949 * 1.000 * 3.340) + = 62 525 1,000 * 0,958 * 54,181) 4- 1,000 * 1.000 * 5.322) 4- 0,976 * 1.000 * 3.340) 4- = 60 468 1.000 * 0,922 * 54.181) 4- 1,000 * 0.963 * 5.322) 4- 1.000 * 1,000 * 3,340) + = 58 .407 Qmax(l) = Qmax(2) = Qmax(3) = Total of 3 streams to confluence: Flow rates before confluence point: 54.181 5,322 3,340 Maximum flow rates at confluence using above data: 62,525 60,468 58,407 Area of streams before confluence: 12,060 1.880 0,820 Results of confluence: Total flow rate = 62,525(CPS) Time of concentration = 9,133 min. Effective stream area after confluence = 14.760(Ac,) 4-4-4-4-4-4-4-4-4-+4-4-4-+4-4-4-4-+4-4-4-4-+4-4-+4-4-+4-4-4-4-+4-4-4-4-4-+4-+4-4-4-4-4-+4-+++4-4-4-4-4-4-4-4-+4-4-+4-+4-++ Process from Point/Station 137.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (User Specified size) **** upstream point/station elevation = 301,60(Ft,) Downstream point/station elevation = 296,50(Ft,) Pipe length = 85,49(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 62.525(CPS) Given pipe size = 36.00(in.) Calculated individual pipe flow = 62.525(CFS) Normal flow depth in pipe = 15.47(In.) Flow top width inside pipe = 35.64(in.) Critical Depth = 30.54(ln,) Pipe flow velocity = 21,53(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 9.20 min. Process from Point/Station 137.000 to Point/Station 128.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 14.760(Ac.) Runoff from this stream = 62.525(CFS) Time of concentration = 9.20 min. Rainfall intensity = 4.979(ln/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 126.000 to Point/Station 127.000 *«** INITIAL AREA EVALUATION **** user specified 'C value of 0.860 given for subarea Initial subarea flow distance = 630.00(Ft.) Page 67 a c605Pl,OUT Highest elevation = 327.00(Ft,) Lowest elevation = 315,00(Ft,) Elevation difference = 12.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.75 mm. TC = [l,8*(l,l-C)*distanceA.5)/(% slopeA(l/3)3 TC = [l,8*(l.l-0.8600)*(630,00A.5)/( l,90A(l/3)]= Rainfall intensity (I) = 5,143 for a 100,0 year- Effective runoff coefficient used for area (Q=KCIA) subarea runoff = 22,867(CFS) Total initial stream area = 5,170(Ac,) 8.75 storm is C = 0 860 4-4-4-4-+ + 4-r-r-rTTT^TT T , , • Process from Point/Station 127,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 22,867(CPS) upstream point/station elevation = 302,70(Ft,) Downstream point/station elevation = 297,86(Ft,) Pipe length = 48,60(Ft.) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = Given pipe size = 24,00(ln,) Calculated individual pipe flow = 22,867(CPS) Normal flow depth in pipe = 9,34(ln,) Flow top width inside pipe = 23.40(in,) critical Depth = 20,42(in,) Pipe flow velocity = 20,22(Ft/s) Travel time through pipe = 0,04 min. Time of concentration (TC) = 8,79 min. Process from Point/Station 127.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: in Main Stream number: 3 stream flow area = 5,170(Ac) Runoff from this stream = 22,867(CPS) Time of concentration = 8,79 min. Rainfall intensity = 5,128(in/Hr) Summary of stream data: 128.000 Stream No. Flow rate (CPS) TC (min) Rainfall intensity (in/Hr) 1 2 3 Qmax(l) 313.061 62,525 22,867 Qmax(2) = Qmax(3) = 8,16 9.20 8.79 5.381 4.979 5.128 1.000 * 1. 000 * 313 061) + 1.000 * 0. 887 * 62 525) + 1.000 * 0. 928 * 22 867) + 0.925 * 1. 000 * 313 061) + 1.000 * 1. 000 * 62 525) + 0.971 * 1. 000 * 22 867) + 0.953 * 1. 000 * 313 061) + 1.000 * 0 955 * 62 525) + 1.000 * 1 000 * 22 867) + 389.716 374.394 380.940 Page 68 C605P1.OUT Total of 3 main streams to confluence: Flow rates before confluence point: 313,061 62.525 22,867 Maximum flow rates at confluence using above data: 389,716 374.394 380.940 Area of streams before confluence: 81.340 14,760 5,170 Results of confluence: Total flow rate = 389,716(CFS) Time of concentration = 8,155 min. Effective stream area after confluence = 101,270(Ac.) Process from Point/Station 128,000 to Point/Station 144,000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 294,83(Ft,) Downstream point/station elevation = 283,50(Ft,) Pipe length = 273.71(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 389,716(CFS) Given pipe size = 60,00(ln.) Calculated individual pipe flow = 389,716(CFS) Normal flow depth in pipe = 38,25(ln,) Flow top width inside pipe = 57,69(In,) Critical depth could not be calculated. Pipe flow velocity = 29.50(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 8.31 min. Process from Point/Station 128.000 to Point/Station 144.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 101.270(Ac.) Runoff from this stream = 389.716(CFS) Time of concentration = 8,31 min. Rainfall intensity = 5,316(ln/Hr) Process from Point/Station 141,000 to Point/Station **** INITIAL AREA EVALUATION **** 142,000 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 0,000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 420.00(Ft.) Highest elevation = 346.00(Ft.) Lowest elevation = 338.00(Ft.) Elevation difference = 8.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 5.95 min. TC = [1.8*(l,l-C)*distanceA,5)/(% slopeA(i/3)] TC = [l,8*(l.l-0,9000)*(420.00A,5)/( 1.90A(1/3)]= 5.95 Rainfall intensity (I) = 6,593 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Page 69 C605P1.OUT Subarea runoff = 20,471(CFS) Total initial stream area = 3.450(Ac,) 4-4-+4-4-4-4-4-4-44-+4-4-4-4-4-4-4-4-+4-4-4-+4-4-4-4-4-4-4-+++4-4-4-4-+4-4-4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-4-4- Process from Point/Station 142,000 to Point/Station 143.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 327,97(Ft.) Downstream point/station elevation = 289.50(Ft.) Pipe length = 130.30(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 20,471(CFS) Given pipe size = 18.00(ln,) Calculated individual pipe flow = 20.471(CFS) Normal flow depth in pipe = 7,45(In,) Flow top width inside pipe = 17.73(in,) critical depth could not be calculated. Pipe flow velocity = 29,64(Ft/s) Travel time through pipe = 0,07 min. Time of concentration (TC) = 6,03 min. Process from Point/Station 143,000 to Point/station 144,000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 287,17(Ft.) Downstream point/station elevation = 286.17(Ft.) Pipe length = 42,50(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 20,471(CFS) Given pipe size = 24.00(in.) Calculated individual pipe flow = 20,471(CFS) Normal flow depth in pipe = 13,27(in,) Flow top width inside pipe = 23.87(in,) Critical Depth = 19,48(In.) Pipe flow velocity = 11.50(Ft/s) Travel time through pipe = 0,06 min. Time of concentration (TC) = 6,09 min. Process from Point/Station 143,000 to Point/Station 144.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main stream number: 1 in normal stream number 2 Stream flow area = 3.450(Ac) Runoff from this stream = 20.471(CFS) Time of concentration = 6.09 min. Rainfall intensity = 6.498(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CPS) (min) (in/Hr) 1 389.716 8.31 5.316 2 20.471 6.09 6.498 Qmax(l) = 1.000 * 1.000 * 389,716) 4- 0,818 * 1,000 * 20.471) + = 406.462 Qmax(2) = 1.000 * 0,732 * 389,716) 4- 1.000 * 1.000 * 20.471) 4- = 305.922 Page 70 m C605P1.OUT Total of 2 streams to confluence: Flow rates before confluence point: 389.716 20,471 Maximum flow rates at confluence using above data: 406.462 305.922 Area of streams before confluence: 101.270 3.450 Results of confluence: Total flow rate = 406.462(CFS) Time of concentration = 8,310 min. Effective stream area after confluence = 104.720(Ac.) 4-4-+4-++4-4-4-+4-+4-4-4-+4-4-4-++4-++4-+4-4-4-4-+4-4-4-+4-4-4-4-4-4-4-4-+4-+4-4-4-+44-+4-4-4-4-4-+4-4-4-++4-4-4-4-+4- Process from Point/Station 144,000 to Point/Station 147.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 283,17(Ft.) Downstream point/station elevation = 279,50(Ft,) Pipe length = 72,13(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 406,462(CPS) Given pipe size = 60,00(in.) calculated individual pipe flow = 406,462(CPS) Normal flow depth in pipe = 36,70(in,) Flow top width inside pipe = 58,48(ln.) Critical depth could not be calculated. Pipe flow velocity = 32.29(Ft/s) Travel time through pipe = 0,04 min. Time of concentration (TC) = 8.35 min. Process from Point/Station 144,000 to Point/Station 147,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 104,720(Ac) Runoff from this stream = 406,462(CFS) Time of concentration = 8,35 min. Rainfall intensity = 5,301(ln/Hr) Process from Point/Station 167,000 to Point/Station 125,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 0,000 Decimal fraction soil group c = 1,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] initial subarea flow distance = 25,00(Ft.) Highest elevation = 317.00(Ft.) Lowest elevation = 316.50(Ft.) Elevation difference = 0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 1.43 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0,9000)*( 25.00A,5)/( 2,00A(1/3)]= 1,43 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,900 Page 71 C605P1,OUT Subarea runoff = 0,066(CFS) Total initial stream area = 0,010(Ac) +4-+4-+4-4-4-4-++4-4-4-4-4-++4-4-4-4-++4-4-+4-+++4-+4-4-4-4-4-4-4-+4-4-4-4-4-+4-+4-4-4-4-4-4-4-+4-++4-4-+4-4-4-++4-4- Process from Point/Station 125,000 to Point/Station 148,000 **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION **** Top of Street segment elevation = 316.500(Ft,) End of street segment elevation = 292.000(Ft,) Length of street segment = 410,000(Ft.) Height of curb above gutter flowline = 6,0(ln,) Width of half street (curb to crown) = 26,000(Ft,) Distance from crown to crossfall grade break = 24,500(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 = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.079(CPS) Depth of flow = 0.073(Ft.), Average velocity = 2.511(Ft/s) Streetflow hydraulics at midpoint or street travel: Halfstreet flow width = 1.500(Ft,) Flow velocity = 2,51(Ft/s) Travel time = 2.72 min. TC = 7.72 min. Adding area flow to street DecimaT fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] Rainfall intensity = 5,574(ln/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0,900 Subarea runoff = 1,956(CFS) for 0.390(Ac.) Total runoff = 2,023(CPS) Total area = 0,40(Ac,) Street flow at end of street = 2,023(CPS) Half street flow at end of street = 2.023(CPS) Depth of flow = 0,223(Ft,), Average velocity = 4.211(Ft/s) Flow width (from curb towards crown)= 6.396(Ft.) Process from Point/Station 148.000 to Point/Station 147,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 283,17(Ft,) Downstream point/station elevation = 282.67(Ft,) Pipe length = 4,75(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 2,023(CPS) Given pipe size = 18,00(in.) Calculated individual pipe flow = 2.023(CFS) Normal flow depth in pipe = 2.98(ln.) Flow top width inside pipe = 13.37(in.) critical Depth = 6.43(in.) Pipe flow velocity = 10.58(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7,73 min. Page 72 C605P1.OUT Process from Point/Station 148,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 147,000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0,400(Ac) Runoff from this stream = 2,023(CPS) Time of concentration = 7,73 min. Rainfall intensity = 5.570(ln/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 1 2 Qmax(l) 406.462 2.023 8,35 7,73 5,301 5,570 Qmax(2) = 1,000 0.952 000 000 1,000 1.000 0,926 1,000 406,462) 4- 2,023) + 406.462) 4- 2,023) + 408.387 378,386 Total of 2 streams to confluence: Flow rates before confluence point: 406.462 2,023 Maximum flow rates at confluence using above data: 408,387 378,386 Area of streams before confluence: 104,720 0,400 Results of confluence: Total flow rate = 408,387(CPS) Time of concentration = 8,347 min. Effective stream area after confluence = 105.120(Ac.) Process from Point/Station 147.000 to Point/Station 149,000 **** PIPEFLOW TRAVEL TIME (user specified size) **** Upstream point/station elevation = 279,17(Ft,) Downstream point/station elevation = 277.43(Ft.) Pipe length = 34.00(Ft,) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 408,387(CPS) Given pipe size = 60.00(in.) Calculated individual pipe flow = 408.387(CFS) Normal flow depth in pipe = 36.75(ln.) Flow top width inside pipe = 58.46(In.) Critical depth could not be calculated. Pipe flow velocity = 32.40(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.36 min. Process from Point/Station 147.000 to Point/Station 149.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: in Main stream number: 1 stream flow area = 105.120(Ac.) Page 73 C605P1.OUT Runoff from this stream = 408.387(CFS) Time of concentration = 8.36 min. Rainfall intensity = 5,294(ln/Hr) Program is now starting with Main Stream No. Process from Point/Station 150.000 to Point/Station **** INITIAL AREA EVALUATION **** 151.000 user specified 'c' value of 0.400 given for subarea Initial subarea flow distance = 40.00(Ft.) Highest elevation = 360,00(Ft,) Lowest elevation = 340,00(Ft,) Elevation difference = 20.00(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-C) = 2.16 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1,8*(1,1-0,4000)*( 40,00A.5)/( 50.00A(l/3)]= 2,16 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,400 Subarea runoff = 0,030(CFS) Total initial stream area = 0.010(Ac) # Process from Point/Station 151,000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 152,000 Top of Street segment elevation = 340.000(Ft,) End of street segment elevation = 322,000(Ft,) Length of street segment = 900,000(Ft,) Height of curb above gutter flowline = 6,0(ln,) width of half street (curb to crown) = 26,000(Ft.) Distance from crown to crossfall grade break = 24.500(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(ln.) Manning's N in gutter = 0.0150 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 = 0.066(CFS) Depth of flow = 0.083(Ft.), Average velocity = 1.593(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1.500(Ft.) Flow velocity = 1.59(Ft/s) Travel time = 9.42 min. TC = 14.42 min. Adding area flow to street user specified 'C value of 0.590 given for subarea Rainfall intensity = 3.726(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.590 Subarea runoff = 5.496(CFS) for 2.500(Ac.) Total runoff = 5.526(CFS) Total area = 2.51(Ac.) Street flow at end of street = 5.526(CFS) Half street flow at end of street = 5.526(CFS) Depth of flow = 0.340(Ft.), Average velocity = 3.502(Ft/s) Flow width (from curb towards crown)= 12.274(Ft.) Page 74 C605P1.OUT Process from Point/Station 152.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 314.60(Ft.) Downstream point/station elevation = 314,10(Ft.) Pipe length = 5.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5,526(CPS) Given pipe size = 18,00(In,) Calculated individual pipe flow = 5,526(CFS) Normal flow depth in pipe = 5,03(In,) Flow top width inside pipe = 16,15(in,) Critical Depth = 10,87(in,) Pipe flow velocity = 13,68(Ft/s) Travel time through pipe = 0,01 min. Time of concentration (TC) = 14.42 min. Process from Point/Station 152,000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 153,000 Along Main stream number: 2 in normal stream number 1 Stream flow area = 2,510(Ac,) Runoff from this stream = 5,526(CFS) Time of concentration = 14.42 min. Rainfall intensity = 3,725(ln/Hr) Process from Point/Station 154,000 to Point/station **** INITIAL AREA EVALUATION **** 155,000 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 ] Initial subarea flow distance = 30,00(Ft,) Highest elevation = 340,60(Ft,) Lowest elevation = 340,00(Ft,) Elevation difference = 0,60(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 1.17 min TC = [1.8*(l.l-c)*distanceA.5)/(% slopeA(l/3)l TC = [1.8*(l,l-0,9500)*( 30,OOA,5)/( 2,00A(1/3)]= 1.17 Setting time of concentration to 5 minutes RainfaTl intensity (l) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 950 Subarea runoff = 0.070(CFS) Total initial stream area = O.OlO(Ac) Process from Point/Station 155.000 to Point/Station **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION **** 156,000 Top of Street segment elevation = 340,000(Ft.) End of street segment elevation = 322.000(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 26.000(Ft.) Page 75 C605P1,OUT Distance from crown to crossfall grade break = 24,500(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 = l,500(in,) Manning's N in gutter = 0.0150 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 = 0,103(CPS) Depth of flow = 0,100(Ft,), Average velocity = l,709(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = l,500(Ft,) Flow velocity = 1.71(Ft/s) Travel time = 9,75 min. TC = 14.75 min. Adding area flow to street DecimaT 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 ] Rainfall intensity = 3.671(in/Hr) for a 100,0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950 subarea runoff = 3,279(CFS) for 0,940(Ac,) Total runoff = 3.349(CFS) Total area = 0,95(Ac) Street flow at end of street = 3,349(CFS) Half street flow at end of street = 3,349(CFS) Depth of flow = 0.300(Ft.), Average velocity = 2,983(Ft/s) Flow width (from curb towards crown)= 10,254(Ft,) Process from Point/Station 156,000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 314,70(Ft,) Downstream point/station elevation = 313.60(Ft.) Pipe length = 55,25(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 3.349(CFS) Given pipe size = 18,00(ln.) Calculated individual pipe flow = 3,349(CPS) Normal flow depth in pipe = 5.82(in,) Flow top width inside pipe = 16.84(In.) Critical Depth = 8.37(in.) Pipe flow velocity = 6,78(Ft/s) Travel time through pipe = 0,14 min. Time of concentration (TC) = 14.89 min. Process from Point/Station 156.000 to Point/Station 153.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.950(AC,) Runoff from this stream = 3,349(CFS) Time of concentration = 14,89 min. Rainfall intensity = 3.650(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity Page 76 C605P1.OUT NO, (CFS) (min) (in/Hr) 1 5,526 14.42 3,725 2 3,349 14,89 3,650 Qmax(l) Qmax(2) = 1.000 * 1,000 * 5.526) + 1.000 * 0,969 * 3,349) 4- = 8,770 0.980 * 1,000 * 5,526) 4- 1.000 * 1,000 * 3,349) 4- = 8,762 Total of 2 streams to confluence: Flow rates before confluence point: 5.526 3.349 Maximum flow rates at confluence using above data: 8,770 8,762 Area of streams before confluence: 2,510 0,950 Results of confluence: Total flow rate = 8.770(CPS) Time of concentration = 14,422 min. Effective stream area after confluence = 3.460(Ac.) Process from Point/station 153,000 to Point/Station 157,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 313.27(Ft,) Downstream point/station elevation = 305.33(Ft,) Pipe length = 296,00(Ft.) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 8,770(CFS) Given pipe size = 18.00(ln,) calculated individual pipe flow = 8,770(CFS) Normal flow depth in pipe = 9,ll(in.) Flow top width inside pipe = 18,00(in,) critical Depth = 13.75(in.) Pipe flow velocity = 9.78(Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 14,93 min. Process from Point/Station 157,000 to Point/Station 169,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 305,00(Ft,) Downstream point/station elevation = 291.00(Ft.) Pipe length = 241.53(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 8.770(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 8.770(CFS) Normal flow depth in pipe = 7.31(ln.) Flow top width inside pipe = 17.68(In.) critical Depth = 13,75(ln,) Pipe flow velocity = 13.01(Ft/s) Travel time through pipe = 0,31 min. Time of concentration (TC) = 15.24 min. Process from Point/Station 169.000 to Point/Station 160.000 Page 77 C605P1.OUT **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 290,67(Ft.) Downstream point/station elevation = 287,00(Ft.) Pipe length = 105.70(Ft,) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 8,770(CFS) Given pipe size = 18.00(ln,) Calculated individual pipe flow = 8,770(CFS) Normal flow depth in pipe = 8,44(in,) Flow top width inside pipe = 17,97(in,) Critical Depth = 13,75(In.) Pipe flow velocity = 10.77(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 15,40 min, 4-4-4-4-4-4-4-4-4-44-4-4-4-++4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-4-4-++4-4-4-4-4-4-4-4-+4-4-+4-4-+4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station 169.000 to Point/Station 160,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.460(Ac) Runoff from this stream = 8.770(CFS) Time of concentration = 15,40 min. Rainfall intensity = 3,571(in/Hr) Process from Point/Station 158,000 to Point/Station 152,000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] Initial subarea flow distance = 30.00(Ft,) Highest elevation = 322,60(Ft,) Lowest elevation = 322.00(Ft,) Elevation difference = 0.60(Ft,) Time of concentration calculated by the urban areas overland flow method (App X-C) = 1.57 min. TC = [1.8*(l,l-C)*distanceA,5)/(% slopeA(l/3)] TC = [l,8*(l,l-0,9000)*( 30,OOA.5)/( 2.00A(l/3)]= 1.57 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 0.066(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 152.000 to Point/Station 159.000 **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION **** Top of Street segment elevation = 322.000(Ft.) End of street segment elevation = 295.000(Ft.) Length of street segment = 650,000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 26,000(Ft.) Distance from crown to crossfall grade break = 24.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Page 78 0,130(CFS) 2.481(Ft/s) C605P1.OUT 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 = l,500(in,) Manning's N in gutter = 0,0150 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 = 0,094(Ft,), Average velocity = Streetflow hydraulics at midpoint of street travel, Halfstreet flow width = l,500(Ft.) Flow velocity = 2,48(Ft/s) Travel time = 4,37 min, TC = 9.37 min. Adding area flow to street user specified 'C' value of 0,570 given for subarea Rainfall intensity = 4,921(in/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0,570 Subarea runoff = 5.414(CFS) for l,930(Ac,) Total runoff = 5,480(CFS) Total area = 1,94(Ac) Street flow at end of street = 5.480(CFS) Half street flow at end of street = 5,480(CFS) Depth of flow = 0,306(Ft,), Average velocity = 4.612(Ft/s) Flow width (from curb towards crown)= 10.568(Ft.) Process from Point/Station 159.000 to Point/station **** SUBAREA FLOW ADDITION **** 159.000 User specified 'c' value of 0,580 given for subarea Time of concentration = 9,37 mm. Rainfall intensity = 4,921(in/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0,580 subarea runoff = 2.740(CFS) for 0.960(Ac,) Total runoff = 8,220(CFS) Total area = 2,90(Ac.) Process from Point/Station 159,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 286,27(Ft,) Downstream point/station elevation = 285,90(Ft.) Pipe length = 5.24(Ft.) Manning's N = 0,013 No, of pipes = 1 Required pipe flow = 8,220(CFS) Given pipe size = 18.00(in.) Calculated individual pipe flow = 8.220(CFS) Normal flow depth in pipe = 6,69(In,) Flow top width inside pipe = 17,40(in.) Critical Depth = 13,32(in,) Pipe flow velocity = 13,74(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.37 min. 160,000 Process from Point/Station 159.000 to Point/station **** CONFLUENCE OF MINOR STREAMS **** 160.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2,900(Ac,) Runoff from this stream = 8.220(CFS) Page 79 Time of concentration = Rainfall intensity = c605Pl,OUT 9,37 min, 4,919(ln/Hr) Process from Point/Station 158.000 to Point/Station 156.000 **** INITIAL AREA EVALUATION **** group A group B group c group D = 0,000 = 0,000 = 1,000 = 0,000 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type ' ] Initial subarea flow distance = 30.00(Ft,) Highest elevation = 322.60(Ft.) Lowest elevation = 322.00(Ft,) Elevation difference = 0,60(Ft,) Time of concentration calculated by the urban areas overland flow method (App x-c) = 1,57 min, TC = [l,8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*( 30.00A,5)/( 2.00A(l/3)]= 1.57 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7,377 for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,900 Subarea runoff = 0.066(CFS) Total initial stream area = 0.010(Ac,) Process from Point/Station 156,000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 161.000 Top of Street segment elevation = 322.000(Ft.) End of street segment elevation = 295.000(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 26.000(Ft.) Distance from crown to crossfall grade break = 24.500(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(ln,) Manning's N in gutter = 0,0150 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 = 0.081(Ft,), Averaqe velocity = Streetflow hydraulics at midpoint or street travel Halfstreet flow width = l,500(Ft,) Flow velocity = 2,21(Ft/s) TC = 10,13 mi n, 0,088(CFS) 2,208(Ft/s) Travel time = 5.13 mm. Adding area flow to street DecimaT fraction soil group Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type Rainfall intensity = A = 0,000 group B = 0,000 group group = 1,000 = 0.000 4,678(ln/Hr) for a ] Runoff coefficient used for sub-area. Rational Subarea runoff = 2.694(CFS) for Page 80 0.640(Ac.) 100.0 year storm method,Q=KCIA, c = 0, 900 C605P1.OUT Total runoff = 2.761(CFS) Total area = 0.65(Ac) Street flow at end of street = 2.761(CFS) Half street flow at end of street = 2.761(CFS) Depth of flow = 0,256(Ft,), Average velocity = 3,856(Ft/s) Flow width (from curb towards crown)= 8,029(Ft,) Process from Point/Station 161,000 to Point/Station 160,000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 287,50(Ft.) Downstream point/station elevation = 285,50(Ft.) Pipe length = 55.26(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = Given pipe size = 18,00(ln,) Calculated individual pipe flow = 2. Normal flow depth in pipe = 4.52(in.) Flow top width inside pipe = 15.61(ln.) critical Depth = 7.57(in.) Pipe flow velocity = 7.94(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 10.25 min 2.761(CFS) 761(CFS) Process from Point/Station 161.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 160.000 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.650(Ac,) Runoff from this stream = 2,761(CFS) Time of concentration = 10.25 min. Rainfall intensity = 4,644(ln/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall intensity (in/Hr) 1 2 3 Qmax(l) Qmax(2) = Qmax(3) = Total of 3 streams to confluence: Flow rates before confluence point: 8,770 8.220 2.761 Maximum flow rates at confluence using above data: 16.861 16.083 16.357 Area of streams before confluence: 3.460 2.900 0.650 Page 81 770 15 .40 3 571 220 9 37 4 919 761 10 25 4 644 1.000 * 1.000 * 8,770) 4- 0.726 * 1.000 * 8,220) + 0.769 * 1.000 * 2,761) 4-= 16 861 1.000 * 0.609 * 8,770) + 1.000 * 1.000 * 8,220) + 1.000 * 0,915 * 2,761) 4-= 16 083 1.000 * 0,665 * 8.770) + 0.944 * 1.000 * 8.220) + 1.000 * 1,000 * 2.761) 4-= 16. 357 C605P1.OUT Results of confluence: Total flow rate = 16.861(CFS) Time of concentration = 15.399 min. Effective stream area after confluence = 7,010(Ac) 4-4-4-++4-4-+4-+4-4-++4-+4-4-4-+4-4-4-4-+4-4-4-4-44-4-+4-4-+4-4-4-+4-4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station 160,000 to Point/Station 149,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 284.80(Ft,) Downstream point/station elevation = 280,00(Ft,) Pipe length = 92,50(Ft,) Manning's N = 0.013 NO, of pipes = 1 Required pipe flow = 16,861(CFS) Given pipe size = 18,00(ln,) Calculated individual pipe flow = 16.861(CPS) Normal flow depth in pipe = 11.14(in,) Flow top width inside pipe = 17.48(ln.) Critical depth could not be calculated. Pipe flow velocity = 14,67(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 15,50 min, 4-4-+4-++4-4-+4-4-+4-4-4-4-4-4-+4-4-4-4-4-4-4-4-4-4-+++4-4-4-++4-+4-4-4-4-4-4-4-4-4-++4-4-4-++4-4-4-4-4-4-++4-4-4-4-4-4-4- Process from Point/Station 160.000 to Point/Station 149,000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.010(Ac) Runoff from this stream = 16,861(CFS) Time of concentration = 15.50 min. Rainfall intensity = 3.555(in/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO, (CPS) (min) (in/Hr) 1 408.387 8,36 5,294 2 16.861 15.50 3.555 Qmax(l) = 1.000 * 1.000 * 408.387) 4- 1.000 * 0.539 * 16.861) 4- = 417.484 Qmax(2) = 0.672 * 1,000 * 408,387) 4- 1.000 * 1.000 * 16.861) 4- = 291.148 Total of 2 main streams to confluence: Flow rates before confluence point: 408,387 16,861 Maximum flow rates at confluence using above data: 417.484 291,148 Area of streams before confluence: 105.120 7,010 Results of confluence: Total flow rate = 417.484(CFS) Time of concentration = 8.365 min. Effective stream area after confluence = 112.130(Ac.) Page 82 C605P1.OUT Process from Point/Station 149.000 to Point/Station 162,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 277,43(Ft,) Downstream point/station elevation = 268,42(Ft,) Pipe length = 175.80(Ft.) Manning's N = 0,013 NO. of pipes = 1 Required pipe flow = 417.484(CFS) Given pipe size = 60.00(in,) Calculated individual pipe flow = 417,484(CFS) Normal flow depth in pipe = 37.27(in.) Flow top width inside pipe = 58,21(ln.) Critical depth could not be calculated. Pipe flow velocity = 32.57(Ft/s) Travel time through pipe = 0,09 min. Time of concentration (TC) = 8,45 min. Process from Point/station 162,000 to Point/Station 163,000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 268,00(Ft,) Downstream point/station elevation = 230.10(Ft,) Pipe length = 324,30(Ft,) Manning's N = 0,013 NO, of pipes = 1 Required pipe flow = 417,484(CPS) Given pipe size = 60.00(ln,) Calculated individual pipe flow = 417,484(CFS) Normal flow depth in pipe = 28,90(in,) Flow top width inside pipe = 59,96(in,) Critical depth could not be calculated. Pipe flow velocity = 44,62(Ft/s) Travel time through pipe = 0,12 min. Time of concentration (TC) = 8,58 min. Process from Point/Station 163,000 to Point/Station 168,000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 229,10(Ft,) Downstream point/station elevation = 227,00(Ft,) Pipe length = 167,87(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 417,484(CFS) Given pipe size = 66.00(ln,) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 7.686(Ft,) at the headworks or inlet of the pipe(s) Pipe friction loss = 2,594(Ft,) Minor friction loss = 7,192(Ft,) K-factor = 1,50 Critical depth could not be calculated. Pipe flow velocity = 17,57(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 8,73 min. End of computations, total study area = 112.13 (Ac.) Page 83 Basin 1 Main Line Hydraulics m C605P1.RES ****************************************************************************** PIPE-PLOW HVDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day consultants. Inc. 2710 Loker Avenue west. Suite 100 carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS PHASE 3 * * PROPOSED BASIN I - MAIN LINE * * i:\961005\Hydrology\Phase3\hydraulics\c605Pl,OUT * ************************************************************************** FILE NAME: C605Pl,DAT TIME/DATE OF STUDY: 08:42 01/31/2008 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE4-PLOW PRESSURE4- NUMBER PROCESS HEAD(FT) 14.40* MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 168.00- HEAD(FT) 14.40* 31488.93 2 87 27941.34 } FRICTION } HYDRAULIC JUMP 163,10- JUNCTION 14,89 32222.42 2 37* 35130.91 163,00- FRICTION 11,77 28563.23 2 51* 34927.01 162,10-JUNCTION 4,90 DC 20226.54 3 20* 26566.54 162,00- FRICTION 4,91 DC 20226.56 3 21* 26490.39 149.00- FRICTION 4,90 DC 19481.37 3 35* 25412.83 147,10- JUNCTION 4,89 DC 19481.14 3 41* 23992.49 147.00- FRICTION 4,89 DC 19327.53 3 39* 23935.19 144,10- JUNCTION 4,89 DC 19327.53 3 55* 22954.30 144,00-FRICTION 5,80 19034.84 3 26* 22879.91 128,10- JUNCTION 4,87 DC 17999.34 3 47* 21641.00 128,00- FRICTION 9.05 17697.12 2 34* 21623.96 119.10- JUNCTION 4.71 DC 12617.13 2 42* 20801.36 119.OO- FRICTION 4.40 DC 13750.19 2 51* 20738,32 HS, 10- JUNCTION 4,40 DC 13750.18 3 53* 15051.52 118,00- FRICTION 6.60 13234.29 2 76* 14651.43 117.10-4.33 DC 11091.87 Page 1 4 15* 11137.35 C605Pl,RES } JUNCTION 117.00- FRICTION 7 06 10839.96 2 56* 10973.26 116,55- JUNCTION 6 44 10222.42 2 58* 10866,49 116.50- FRICTION 6 57 10235.08 2 53* 10900,47 116,10- JUNCTION 4 16 DC 8058,06 3 19* 8912.20 116,OO-FRICTION 5 46 6910,09 2 07* 8385,71 HS,05-JUNCTION 3 70 DC 5682,80 2 13* 8127,25 115,00-FRICTION 3 98 5404.68 1 96* 8223,26 114,10-JUNCTION 3 65 DC 5320.31 2 30* 6922,12 114.00-FRICTION 4 72 5110,59 1 84* 6890.53 113,io-JUNCTION 3 50 DC 4394.25 2 61* 4923,29 ns, 00-FRICTION 4 79 4024.67 1. 76* 4581.70 112.10-JUNCTION 3 16 DC 3116,91 2. 40* 3437,37 112,00-FRICTION 4 01 2268,72 1. 21* 3147,92 112.51-JUNCTION 2 59 DC 1752,67 1. 29* 2934.43 112,50- FRICTION 2 59 DC 1752,68 1. 28* 2958,27 111,10-JUNCTION 2 59 DC 1752.67 1. 67* 2214,52 111,00-FRICTION 3 36 1634.27 1. 23* 2196,08 104,10-JUNCTION 2 40 DC 1361.83 1. 35* 1977.27 104,00-FRICTION 1 97 DC 1465.54 1. 36* 1836.95 110.10-JUNCTION 1 97*Dc 1465.54 1. 97*Dc 1465.54 110,00- FRICTION 8 25* 1736.06 1. 25 550.21 107,00-7 78* 1644,39 1. 69 DC 487.23 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. *************************************************************j^j^,^Vt«A^««i^,A«jV**** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 168.00 FLOWLINE ELEVATION = 227.00 PIPE FLOW = 417.50 CFS PIPE DIAMETER = 66.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 241.400 FEET NODE 168,00 : HGL = < 241,400>;EGL= < 246.195>;FLOWLINE= < 227.000> ****************************************************************************** FLOW PROCESS FROM NODE 168,00 TO NODE 163,10 IS CODE = 1 UPSTREAM NODE 163,10 ELEVATION = 229.10 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 417,50 CFS PIPE DIAMETER = 66,00 INCHES Page 2 PIPE LENGTH = 167,87 FEET C605Pl,RES MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ===> NORMAL PIPEFLOW IS PRESSURE FLOW NORMAL DEPTH(FT) = 5.50 CRITICAL DEPTH(FT) ~~2T37 5,24 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.368 42,658 30,642 35130,91 38.215 2.483 40,090 27,455 33125.13 76.670 2.597 37,805 24,804 31352,68 115.403 2.712 35,762 22,584 29780.54 154.460 2.827 33,928 20.712 28381,65 167.870 2,866 33,347 20,144 27941,34 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 14,40 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0,000 167,870 PRESSURE+ MOMENTUM(POUNDS) 31488,93 32222,41 PRESSURE VELOCITY SPECIFIC HEAD(FT) (FT/SEC) ENERGY(FT) 14,400 17.573 19.195 14,895 17,573 19,690 END OF HYDRAULIC JUMP ANALYSIS--- PRESSURE4-M0MENTUM BALANCE OCCURS AT 104,02 FEET UPSTREAM OF NODE 168,00 | DOWNSTREAM DEPTH =14.707 FEET, UPSTREAM CONJUGATE DEPTH = 2,559 FEET | NODE 163.10 : HGL = < 231.468>;EGL= < 259.742>;FLOWLINE= < 229.100> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 163.00 163.10 TO NODE 163.00 IS CODE = 5 ELEVATION = 230.10 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 417,50 417.50 0.00 0.00 DIAMETER (INCHES) 60.00 66,00 0.00 0.00 ANGLE (DEGREES) 0.00 0.00 0.00 FLOWLINE ELEVATION 230.10 229.10 0,00 0,00 0,00===Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT,) 4.90 5.24 0.00 0.00 VELOCITY (FT/SEC) 42.360 42,671 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*Vl*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al4-A2)*16.1)4-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.10172 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.10429 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.10301 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.412 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY4-HVl-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.729)+( 0.000) = 0.729 NODE 163.00 : HGL = < 232.608>;EGL= < 260,471>;FLOWLINE= < 230,100> ****************************************************************************** Page 3 FLOW PROCESS FROM NODE UPSTREAM NODE 162.10 C605P1.RES 163,00 TO NODE 162.10 IS CODE = 1 ELEVATION = 268,00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 417.50 CFS PIPE DIAMETER = 60,00 INCHES PIPE LENGTH = 324,30 FEET MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 2,41 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 4.90 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0.000 3.205 31,394 18,518 26566,54 4.714 3.173 31,760 18,846 26836,46 9,735 3.141 32,136 19,187 27114,82 15,092 3.109 32,522 19.543 27401,88 20,818 3.077 32,920 19,915 27697,93 26,951 3.046 33,328 20,304 28003.28 33,536 3,014 33,748 20.709 28318,24 40,623 2,982 34,179 21,133 28643,14 48,273 2,950 34,623 21,576 28978,34 56,558 2,918 35,080 22,039 29324,19 65,561 2,886 35,550 22,523 29681.08 75,388 2,854 36,034 23,029 30049.42 86.162 2.822 36,532 23.558 30429.63 98.042 2,790 37,045 24,113 30822.16 111.223 2,759 37,573 24,694 31227,47 125.960 2,727 38.117 25,302 31646,06 142.588 2,695 38,678 25,939 32078,46 161.559 2,663 39,257 26,608 32525,22 183.511 2.631 39,853 27,309 32986.91 209.373 2.599 40,468 28,045 33464,14 240.590 2,567 41,103 28,818 33957,58 279.582 2,535 41,758 29,629 34467,88 324.300 2,508 42,347 30,371 34927,01 NODE 162,10 : HGL = < 271,205>;EGL= < 286.518>;FLOWLINE= < 268,000> ****************************************************************************** FLOW PROCESS FROM NODE 162,10 TO NODE 162.00 IS CODE = 5 UPSTREAM NODE 162.00 ELEVATION = 268.42 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 417.50 417.50 0.00 0.00 DIAMETER (INCHES) 60.00 60.00 0.00 0.00 ANGLE (DEGREES) 0.00 0.00 0.00 FLOWLINE ELEVATION 268.42 268.00 0,00 0.00 0.00===Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT.) 4.90 4.90 0.00 0.00 VELOCITY (FT/SEC) 31.300 31.404 0.000 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al-^A2)*16.1)4-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04637 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04675 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,04656 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.186 FEET ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = (DY4-HV1-HV2) + (ENTRANCE LOSSES) Page 4 FEET C605P1.RES JUNCTION LOSSES = ( 0.328)+( 0.000) = 0.328 NODE 162,00 : HGL = < 271.634>;EGL= < 286,847>;FL0WLINE= < 268,420> *************************************************************************^^*** FLOW PROCESS FROM NODE UPSTREAM NODE 149,00 162,00 TO NODE 149,00 IS CODE = 1 ELEVATION = 277.43 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 417.50 CFS PIPE DIAMETER = 60,00 INCHES PIPE LENGTH = 175,80 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.11 CRITICAL DEPTH(FT) = "iTis 4.90 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 8.270 16.944 26.056 35.650 45.770 56.473 67.821 79.888 92.762 106.547 121.369 137,383 154,779 173,799 175,800 FLOW DEPTH (PT) 3,353 3,343 3,334 3,324 3,314 3,304 3,294 3.284 3.274 .264 .255 .245 .235 .225 3.215 3.214 3, 3, 3, 3, 3, VELOCITY (FT/SEC) 29,812 29,911 30,012 30,113 30,214 30,317 30,420 30,525 30,630 30,736 30,843 30.951 31,060 31,169 31,280 31.290 SPECIFIC ENERGY(FT) 17,163 17,245 17.328 17.413 17.498 17.585 17.673 17.762 17.852 17,943 18,035 18.129 18.224 18.320 18.417 18,427 PRESSURE4- MOMENTUM(POUNDS) 25412,83 25484,60 25557,05 25630,21 25704,05 25778,61 25853,88 25929,88 26006.60 26084,05 26162,25 26241,20 26320,90 26401,36 26482,60 26490.39 NODE 149,00 : HGL = < 280.783>;EGL= < 294.593>;FLOWLINE= < "277"430> **********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE UPSTREAM NODE 147.10 149.00 TO NODE 147.10 IS CODE = 1 ELEVATION = 279.17 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 408,40 CFS PIPE DIAMETER = 60,00 INCHES PIPE LENGTH = 34.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.06 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.41 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 4.89 DISTANCE FROM CONTROL(FT) 0.000 7.672 15.740 24.239 33.211 34,000 DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY(FT) 3.410 28.619 16.136 3,396 28.750 16.239 3,382 28.882 16.343 3,368 29.016 16.450 3,355 29.151 16.558 3,353 29.162 16.567 PRESSURE+ MOMENTUM(POUNDS) 23992.49 24083.62 24176.00 24269.64 24364.56 24372.51 NODE 147.10 : HGL = < 282.580>;EGL= < 295.306>;FLOWLINE= < Page 5 279.170> m C605P1.RES ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 147.00 147,10 TO NODE 147,00 IS CODE = 5 ELEVATION = 279.50 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION 406.50 60,00 0,00 279.50 408,40 60,00 - 279,17 1,90 18,00 90.00 282,67 0,00 0.00 0.00 0,00 0.00===Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT,) 4,89 4,89 0,52 0,00 VELOCITY (FT/SEC) 28.715 28,628 3,500 0,000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al4-A2)*16,1)4-FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,03795 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,03759 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,03777 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES = 0,151 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES = (DY4-HVl-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.384)4-( 0,000) = 0.384 NODE 147.00 : HGL = < 282.887>;EGL= < 295.691>;FLOWLINE= < 279.500> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 144,10 147,00 TO NODE 144,10 IS CODE = 1 ELEVATION = 283,17 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 406,50 CFS PIPE DIAMETER = 60,00 INCHES PIPE LENGTH = 72,13 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.06 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3,55 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 4.89 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE4- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.548 27.277 15.108 22954.30 7.009 3.528 27.440 15,228 23065.28 14.411 3.509 27.607 15,350 23178.43 22.240 3.489 27.776 15,476 23293.80 30.537 3.469 27.948 15,606 23411.43 39.348 3.450 28.122 15,738 23531.34 48.727 3.430 28.300 15,874 23653.58 58.736 3.411 28,480 16,014 23778.19 69.447 3.391 28,663 16.157 23905.21 72.130 3.387 28,707 16,191 23935.19 NODE 144.10 : HGL = < 286.718>;EGL= < 298.278>;FLOWLINE= < 283.170> ****************************************************************************** FLOW PROCESS FROM NODE 144.10 TO NODE 144.00 IS CODE = 5 UPSTREAM NODE 144.00 ELEVATION = 283.50 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION Page 6 CRITICAL DEPTH(FT.) VELOCITY (FT/SEC) UPSTREAM 389.70 60.00 DOWNSTREAM 406.50 60.00 LATERAL #1 16,80 24,00 LATERAL #2 0,00 0,00 Q5 0,00===Q5 EQUALS BASIN INPUT=== C605P1.RES 0.00 283.50 4,87 283,17 4.89 90.00 286,17 1,48 0,00 0,00 0,00 28,696 27,285 6,752 0,000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/( (Al4-A2) *16.1)4-FRICTION LOSSES UPSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,03863 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,03356 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,03609 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0,144 FEET ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = (DY+HVl-HV2)4-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.273)+( 0.000) = 1.273 NODE 144,00 : HGL = < 286.765>;EGL= < 299.551>;FLOWLINE= < 283,500> ****************************************************************************** PEET FLOW PROCESS FROM NODE UPSTREAM NODE 128,10 144.00 TO NODE 128,10 IS CODE = 1 ELEVATION = 294.83 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 389.70 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 273,71 FEET MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 3,19 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3,47 4,87 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE4- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN[ 0,000 3.467 26.812 14,637 21641.00 8.071 3.456 26.907 14,705 21703.17 16.545 3.445 27.004 14,775 21766,04 25,460 3.434 27.102 14,846 21829,62 34,855 3,422 27.200 14,918 21893.92 44,778 3,411 27.299 14,991 21958.94 55.284 3.400 27.399 15,065 22024,68 66,436 3.389 27.501 15,140 22091,17 78.308 3,378 27.603 15.216 22158,40 90.987 3,366 27.706 15.293 22226,37 104,579 3,355 27,810 15.372 22295,11 119.209 3.344 27,915 15.451 22364,62 135.033 3.333 28,020 15.532 22434.89 152.241 3.322 28.127 15.614 22505,95 171.075 3.310 28.235 15.697 22577,80 191.847 3.299 28.344 15.782 22650.45 214.965 3.288 28,454 15,868 22723.91 240.984 3,277 28,565 15,955 22798.18 270.682 3.266 28,677 16,043 22873,28 273.710 3.265 28.687 16.051 22879,91 NODE 128,10 : HGL = < 298,297>;EGL= < 309,467>;FLOWLINE= < 294.830> ****************************************************************************** FLOW PROCESS FROM NODE 128,10 TO NODE 128,00 IS CODE = 5 UPSTREAM NODE 128,00 ELEVATION = 295.16 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: Page 7 C605Pl,RES PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 313.10 389,70 56,10 20,50 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) 60,00 60,00 36,00 24,00 (DEGREES) 0,00 90.00 90.00 ELEVATION 295.16 294.83 296.83 297.83 DEPTH(FT,) 4.71 4. 2. 1. 87 43 62 (FT/SEC) 34,723 26,820 9,152 7,503 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16,1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,07260 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0,03274 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,05267 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0,211 FEET ENTRANCE LOSSES = 0.000 FEET (DY+HVl-HV2)4-(ENTRANCE LOSSES) ( 6,755)4-( 0.000) = 6,755 JUNCTION LOSSES = JUNCTION LOSSES = NODE 128,00 : HGL = < 297,500>;EGL= < 316.221>;FLOWLINE= < 295,160> ****************************** FLOW PROCESS FROM NODE UPSTREAM NODE 119.10 128,00 TO NODE 119,10 IS CODE = 1 ELEVATION = 301,00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 313.10 CFS PIPE DIAMETER = 60,00 INCHES PIPE LENGTH = 63,92 FEET MANNING'S N = 0, 01300 NORMAL DEPTH(FT) 2,19 CRITICAL DEPTH(FT) 4,71 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE4- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 2,417 33,283 19.629 20801,36 6.015 2,408 33,443 19.786 20893,22 12.326 2.399 33,605 19,946 20986,03 18.961 2.390 33,768 20,107 21079.81 25.949 2,381 33.933 20.272 21174.56 33.325 2,372 34,099 20,438 21270,30 41.130 2,363 34.267 20,608 21367,04 49.410 2,354 34.436 20,780 21464,79 58.219 2,345 34.607 20,954 21563,57 63.920 2,340 34.712 21,061 21623,96 NODE 119.10 : HGL = < 303,417>;EGL= < 320,629>;FLOWLINE= < 301.000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 119.00 119.10 TO NODE 119.00 IS CODE = 5 ELEVATION = 301.50 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 307.90 313.10 3.30 1.90 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) 54.00 60.00 18.00 18.00 (DEGREES) ELEVATION 0.00 90.00 90.00 301.50 301.00 304.00 304.00 DEPTH(FT,) 4.40 4.71 0.69 0.52 (FT/SEC) 33.728 33.294 4.142 3.500 0.00===Q5 EQUALS BASIN INPUT=== Page 8 C605Pl,RES LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS (DELTA4))/((A14-A2) * 16,1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.06811 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.06485 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,06648 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0,266 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES = (DY4-HVl-HV2)4-(ENTRANCE LOSSES) JUNCTION LOSSES = ( l,047)+( 0,000) = 1,047 NODE 119,00 : HGL = < 304,012>;EGL= < 321,677>;FLOWLINE= < 301,500> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 118,10 119.00 TO NODE 118,10 IS CODE = 1 ELEVATION = 326,13 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 307,90 CFS PIPE DIAMETER = 54,00 INCHES PIPE LENGTH = 310,00 FEET MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 2.40 CRITICAL DEPTH(FT) = 4,40 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 3,53 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0,000 3,171 6,621 10,374 14,461 18,917 23.783 29,106 34,942 41,356 48,429 56,256 64,955 74,672 85.593 97,956 112,076 128.379 147.464 170.208 197.973 233.040 279.689 310.000 FLOW DEPTH (FT) 3.532 3.487 3.442 3.396 3.351 3.305 3.260 3.214 3.169 3.123 .078 ,032 ,987 942 896 2,851 2,805 2,760 2,714 2.669 2.623 2.578 2.532 2,512 VELOCITY (FT/SEC) 22,982 23.276 23,583 23,903 24,237 24,585 24.947 25,324 25.717 26,127 26.554 26,998 27.462 27,946 28.450 28.977 29,526 30.100 30,700 31,327 31.982 32,668 33.386 33,718 SPECIFIC ENERGY(FT) 11,739 11,905 12.083 12.274 12.478 12.696 12.929 13.179 13.445 13.729 14.033 14.358 14,705 15,076 15.473 15.897 16.351 16.837 17.358 17.917 18,516 19.159 19.851 20.177 PRESSURE4- MOMENTUM(POUNDS) 15051,52 15189.57 15335,61 15489,90 15652.73 15824,42 16005,31 16195,77 16396.17 16606,96 16828.57 17061,50 17306,26 17563,41 17833.57 18117.37 18415.51 18728,74 19057,88 19403,78 19767.40 20149,75 20551.93 20738.32 NODE 118,10 : HGL = < 329,663>;EGL= < 337,869>;FL0WLINE= < 326,130> ****************************************************************************** FLOW PROCESS FROM NODE 118,10 TO NODE 118.00 IS CODE = 5 UPSTREAM NODE 118.00 ELEVATION = 326,46 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT,) (FT/SEC) Page 9 • UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 270. 307. 50 90 37.40 0.00 54.00 54.00 30,00 0,00 C605Pl,RES 0,00 60,00 0,00 326.46 326.13 328.13 0.00 4.33 4.40 2.07 0.00 26,499 22,989 8,608 0,000 0.00===Q5 EQUALS BASIN INPUT=== 03941 02666 0.000 FEET LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al4-A2) *16,1)4-FRICTION LOSSES UPSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0, DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,03303 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.132 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY4-HVl-HV2)4^(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.251)4-( 0,000) = 2,251 NODE 118,00 : HGL = < 329.216>;EGL= < 340,120>;FLOWLINE= < 326,460> ****************************************************************************** FLOW PROCESS FROM NODE 118,00 TO NODE 117,10 IS CODE = 1 UPSTREAM NODE 117.10 ELEVATION = 340,67 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 270,50 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 310,82 FEET MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 2.63 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4,15 4,33 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE4- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 4,153 17,629 8.982 11137.35 1,242 4,092 17,806 9.018 11171.95 2,839 4.031 18,000 9,064 11215.73 4,804 3.969 18,209 9,121 11268.58 7,157 3,908 18,434 9,188 11330.53 9,928 3.847 18,676 9,267 11401,66 13,150 3,786 18,934 9,356 11482.12 16,867 3,725 19.209 9,458 11572,13 21,133 3.664 19.501 9,573 11671,96 26,012 3.603 19,810 9,701 11781,92 31,582 3.542 20,139 9,843 11902,37 37,942 3,481 20,486 10,001 12033,74 45,210 3.420 20,853 10,176 12176,49 53,538 3.358 21,242 10.369 12331,14 63.116 3.297 21,652 10.582 12498,28 74.191 3,236 22.086 10.815 12678,54 87,091 3,175 22.544 11.072 12872,62 102,259 3,114 23.028 11.354 13081,31 120,321 3,053 23.540 11.663 13305,45 142.193 2,992 24.082 12.002 13545,98 169.299 2.931 24,654 12.375 13803,93 204,027 2.870 25,260 12.784 14080.45 250.857 2,809 25,902 13.233 14376.77 310,820 2.756 26.491 13.660 14651.43 NODE 117,10 : HGL = < 344.823>;EGL= < 349.652>;FLOWLINE= < 340.670> ****************************************************************************** Page 10 C605Pl,RES FLOW PROCESS FROM NODE 117,10 TO NODE 117.00 IS CODE = 5 UPSTREAM NODE 117,00 ELEVATION = 341,00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES) 223,10 54,00 0,00 270.50 54,00 44,70 36.00 90,00 2,70 30,00 90,00 FLOWLINE ELEVATION 341,00 340,67 342.17 342,67 CRITICAL DEPTH(FT,) 4,17 4.33 2.18 0,54 VELOCITY (FT/SEC) 23,900 17,635 8,132 0.864 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/( (Al4-A2) *16.1)4-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0,03374 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0,01640 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02507 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES = 0.100 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY4-HV1-HV2)4-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2,777)4-( 0,000) = 2,777 NODE 117,00 : HGL = < 343,558>;EGL= < 352,428>;FLOWLINE= < 341,000> ****************************************************************************** FLOW PROCESS FROM NODE 117,00 TO NODE 116,55 IS CODE = 1 UPSTREAM NODE 116.55 ELEVATION = 341,90 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 223,10 CFS PIPE DIAMETER = 54,00 INCHES PIPE LENGTH = 21,58 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.40 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2,58 4,17 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE4- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 2,583 23.612 11.246 10866.49 6.104 2,576 23.696 11.300 10898,20 12,506 2.568 23.780 11.354 10930,19 19,232 2.561 23.865 11.410 10962,48 21,580 2.558 23.893 11.428 10973,26 NODE 116.55 : HGL = < 344,483>;EGL= < 353,146>;FLOWLINE= < 341,900> ****************************************************************************** FLOW PROCESS FROM NODE 116,55 TO NODE 116,50 IS CODE = 5 UPSTREAM NODE 116.50 ELEVATION = 341.90 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 220.90 223.10 2.20 0.00 DIAMETER (INCHES) 54.00 54,00 18,00 0,00 ANGLE (DEGREES) 0.00 90.00 0.00 FLOWLINE ELEVATION 341.90 341.90 343.40 0,00 CRITICAL DEPTH(FT.) 4.16 4.17 0.56 0.00 VELOCITY (FT/SEC) 24.009 23.620 1.655 0.000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: Page 11 m C605P1.RES DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/( (Al4-A2) * 16,1)4-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0,03435 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.03272 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03354 JUNCTION LENGTH = 1.00 FEET FRICTION LOSSES = 0,034 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES = (DY4-HV1-HV2)4-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0,233)4-( 0.000) = 0.233 NODE 116.50 : HGL = < 344.428>;EGL= < 353.379>;FLOWLINE= < 341.900> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 116.10 116,50 TO NODE 116.10 IS CODE = 1 ELEVATION = 351.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 220,90 CFS PIPE DIAMETER = 54,00 INCHES PIPE LENGTH = 218.77 FEET MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 2.38 CRITICAL DEPTH(FT) = 4,16 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.19 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE4- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 3,187 18,337 8.411 8912.20 3,525 3.155 18,540 8.495 8975.14 7,325 3,123 18.749 8.584 9040.92 11,426 3.091 18.964 8.678 9109,62 15.859 3.058 19,186 8.778 9181,31 20,656 3,026 19,414 8.882 9256.11 25,859 2.994 19,649 8.993 9334,09 31.511 2,962 19.891 9.110 9415,38 37,668 2.930 20.141 9.233 9500,06 44.393 2,898 20.398 9.362 9588.26 51.762 2,866 20.662 9.499 9680,10 59.868 2.834 20.935 9.643 9775,70 68.822 2,801 21.217 9.796 9875,20 78,765 2,769 21.507 9,956 9978.73 89,874 2,737 21.806 10,125 10086,43 102.375 2,705 22.115 10.304 10198.47 116,568 2,673 22.433 10,492 10315.01 132,860 2,641 22.762 10.691 10436,22 151,819 2.609 23.102 10.901 10562.28 174.278 2,576 23.452 11.122 10693,38 201.533 2,544 23.814 11.356 10829.73 218.770 2,528 24.001 11.479 10900,47 NODE 116.10 : HGL = < 354.187>;EGL= < 359.411>;FLOWLINE= < 351.000> ****************************************************************************** FLOW PROCESS FROM NODE 116.10 TO NODE 116.00 IS CODE = 5 UPSTREAM NODE 116.00 ELEVATION = 352.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 165.00 48.00 0.00 352.00 3.70 25.093 220.90 54.00 - 351.00 4.16 18.342 55.90 36.00 90.00 353.00 2.42 9.133 Page 12 m C605Pl,RES LATERAL #2 0,00 0.00 0.00 0,00 Q5 0,00===Q5 EQUALS BASIN INPUT=== 0,00 0,000 JUNCTION LENGTH = FRICTION LOSSES = LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al4-A2)*16.1)4-FRICTION LOSSES UPSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,04677 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.01747 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,03212 4,00 FEET 0.128 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)4-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 4.439)4-( 0.000) = 4.439 NODE 116.00 : HGL = < 354.073>;EGL= < 363.851>;FLOWLINE= < 352.000> ****************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 115.05 IS CODE = 1 UPSTREAM NODE 115,05 ELEVATION = 354,43 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 165,00 CFS PIPE DIAMETER = 48,00 INCHES PIPE LENGTH = 40,47 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1,93 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.13 3.70 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2,133 24,199 11,232 8127,25 4.683 2.125 24.317 11,313 8161,52 9.601 2,117 24.436 11,395 8196.18 14.776 2.109 24.557 11.478 8231.24 20,233 2,100 24.678 11.563 8266.71 25,999 2,092 24.801 11.649 8302.60 32.105 2,084 24.925 11.737 8338.91 38,589 2.075 25.051 11.826 8375.63 40,470 2,073 25.085 11.851 8385.71 m NODE 115.05 : HGL = < 356.563>;EGL= < 365,662>;FLOWLINE= < 354,430> ****************************************************************************** FLOW PROCESS FROM NODE 115.05 TO NODE 115.00 IS CODE = 5 UPSTREAM NODE 115.00 ELEVATION = 354.99 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 158.00 165.00 4.00 3.00 DIAMETER (INCHES) 48.00 48.00 18.00 18.00 ANGLE (DEGREES) 0.00 90.00 90.00 FLOWLINE ELEVATION 354.99 354.43 355.43 356.24 CRITICAL DEPTH(FT.) 3.65 3.70 0,77 0,66 VELOCITY (FT/SEC) 25,822 24,206 2,420 4.018 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)4-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04723 Page 13 05195 04252 JUNCTION LENGTH FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES C605P1.RES 10.03 FEET 0,474 FEET ENTRANCE LOSSES = 0,000 FEET (DY4-HVl-HV2)4-(ENTRANCE LOSSES) ( 1.641)4-( 0,000) = 1.641 NODE 115.00 : HGL = < 356.949>;EGL= < 367.303>;FLOWLINE= < 354.990> ****************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 114.10 IS CODE = 1 UPSTREAM NODE 114.10 ELEVATION = 372.92 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 158.00 CFS PIPE PIPE LENGTH = 329.68 FEET DIAMETER = 48.00 INCHES MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 1.93 CRITICAL DEPTH(FT) = 3,65 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.30 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE4- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 2,303 21 089 9 213 6922.12 4,005 2,288 21 255 9 308 6966.11 8,241 2,273 21 424 9 405 7011,02 12,728 2,258 21 596 9 505 7056,87 17,490 2,244 21 771 9 608 7103.67 22,555 2,229 21.948 9 714 7151.45 27,955 2.214 22 129 9 823 7200,23 33.727 2,199 22 313 9 935 7250,03 39.913 2,184 22 501 10 051 7300,88 46.566 2,170 22 691 10 170 7352.79 53.745 2,155 22 885 10 292 7405,78 61.526 2,140 23 083 10 419 7459.90 69.998 2,125 23 283 10 548 7515.15 79.274 2.110 23 488 10 682 7571.57 89.494 2,096 23 696 10 820 7629.17 100.840 2,081 23 908 10 962 7688.00 113.551 2,066 24 124 11 109 7748.07 127.953 2,051 24 344 11 260 7809,43 144.499 2,036 24 568 11 415 7872.08 163.854 2,022 24 797 11 575 7936.08 187.052 2.007 25 029 11 740 8001.45 215.822 1.992 25 266 11 911 8068.23 253.405 1.977 25 508 12 087 8136.44 307,089 1,962 25 754 12 268 8206.13 329,680 1.959 25 814 12 313 8223.26 NODE 114.10 : HGL = < 375,223>;EGL= < 382,133>;FLOWLINE= < 372,920> ****************************************************************************** FLOW PROCESS FROM NODE 114,10 TO NODE 114,00 IS CODE = 5 UPSTREAM NODE 114.00 ELEVATION = 373.25 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES; PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 138.90 158.00 19.10 0.00 DIAMETER (INCHES) 48.00 48,00 24.00 0.00 ANGLE FLOWLINE (DEGREES) ELEVATION 0.00 373.25 372,92 374.92 0.00 90.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== Page 14 CRITICAL DEPTH(FT.) 3.50 3,65 1.57 0.00 VELOCITY (FT/SEC) 24,582 21,096 7.211 0.000 C605P1.RES LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al4-A2)*16. D+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04972 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,03048 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,04010 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES = 0.160 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES = (DY+HVl-HV2)4-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2,341)+( 0,000) = 2,341 NODE 114,00 : HGL = < 375.092>;EGL= < 384,474>;FLOWLINE= < 373.250> ****************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 113,10 IS CODE = 1 UPSTREAM NODE 113.10 ELEVATION = 386,00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 138,90 CFS PIPE DIAMETER = 48,00 INCHES PIPE LENGTH = 218.46 PEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.76 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.61 3.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 0,000 2,610 15,990 6,582 4923,29 2.090 2.576 16.233 6,670 4970,36 4.366 2.542 16.484 6,764 5020,09 6.848 2.508 16,745 6,864 5072,59 9.556 2.474 17,015 6.972 5127,96 12,515 2,440 17,296 7.088 5186.33 15,753 2,406 17.587 7.212 5247.83 19.303 2.372 17.889 7.344 5312.59 23.205 2.338 18,203 7.486 5380.75 27,504 2.304 18.529 7.638 5452.49 32,256 2.270 18.868 7,801 5527.95 37,527 2.236 19,220 7,976 5607.33 43.399 2,202 19.586 8.163 5690.80 49,973 2.168 19.968 8,363 5778.58 57,379 2.134 20,365 8,578 5870.87 65,781 2.100 20,778 8,808 5967.93 75.398 2.066 21.209 9.055 6069.98 86,525 2.032 21.659 9.321 6177.32 99,577 1.998 22.128 9,606 6290.22 115.162 1.964 22,618 9,913 6409.01 134,223 1.930 23,131 10,243 6534.02 158,340 1.896 23,666 10,598 6665.62 190.478 1.862 24,226 10,981 6804.20 218,460 1.842 24,574 11,224 6890.53 NODE 113.10 • HGL = < 388, 610>;EGL= < 392,582>;FLOWLINE= < 386.000: ****************************************************************************** FLOW PROCESS FROM NODE 113.10 TO NODE 113.00 IS CODE = 5 UPSTREAM NODE 113,00 ELEVATION = 386,33 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY Page 15 UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 C605Pl,RES (DEGREES) ELEVATION DEPTH(FT,) (FT/SEC) 0,00 386,33 3,16 20.510 386.00 3,50 15,995 45,00 387,00 1,77 6,876 0.00 0,00 0,00 0,000 0.00===Q5 EQUALS BASIN INPUT=== (CFS) (INCHES) 109,10 48,00 138.90 48.00 29.80 36.00 0.00 0.00 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*Vl*COS(DELTAl)-Q3 *V3 *COS(DELTAS)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTI0N LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0,03612 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.01617 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,02615 5,00 FEET 0,131 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2,038)+( 0,000) = 2,038 NODE 113,00 : HGL = < 388.088>;EGL= < 394.621>;FLOWLINE= < 386.330> ****************************************************************************** JUNCTION LENGTH = FRICTION LOSSES = FLOW PROCESS FROM NODE UPSTREAM NODE 112.10 113.00 TO NODE 112.10 IS CODE = 1 ELEVATION = 391,16 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 109.10 CFS PIPE PIPE LENGTH = 75,00 FEET DIAMETER = 48.00 INCHES MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.50 CRITICAL DEPTH(FT) = 3.16 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 2,40 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 2.402 13,839 5,378 3437,37 1,437 2.366 14,092 5,452 3473,34 3.023 2.330 14,355 5.532 3511.82 4.772 2.294 14.630 5.620 3552.93 6.703 2.258 14.916 5.715 3596,78 8,836 2.222 15,214 5.818 3643.53 11,194 2.186 15,525 5.931 3693,30 13,805 2.150 15,849 6.053 3746,26 16,703 2.114 16,188 6.185 3802,57 19.925 2.078 16,542 6.329 3862,42 23.518 2.041 16.912 6.485 3925,99 27.539 2.005 17.299 6.655 3993,49 32.056 1.969 17.704 6.839 4065.16 37.156 1.933 18.129 7.040 4141,24 42.947 1.897 18.574 7.258 4222,00 49.569 1.861 19.041 7.494 4307,74 57.207 1.825 19.532 7.752 4398,75 66.112 1.789 20.047 8.033 4495.40 75.000 1.758 20.504 8.291 4581.70 NODE 112,10 HGL = < 393, 562>;EGL= < 396.538>;FL0WLINE= < 391.160> ****************************************************************************** FLOW PROCESS FROM NODE 112.10 TO NODE 112.00 IS CODE = 5 UPSTREAM NODE 112.00 ELEVATION = 392.16 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: Page 16 C605P1.RES PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE (CFS) (INCHES) (DEGREES 65.10 36.00 O.OC 109.10 48,00 22.30 24,00 21.70 24,00 (DEGREES) ELEVATION FLOWLINE CRITICAL VELOCITY 0.00 90,00 90,00 392,16 391,16 393,16 393,16 DEPTH(FT,) 2.59 3,16 1.68 1.67 (FT/SEC) 24,279 13,843 7,897 7,763 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.08043 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0.01274 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04659 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES = 0,186 FEET ENTRANCE LOSSES = 0,000 FEET (DY+HVl-HV2)+(ENTRANCE LOSSES) ( 5,989)+( 0,000) = 5,989 JUNCTION LOSSES = JUNCTION LOSSES = NODE 112.00 : HGL = < 393,374>;EGL= < 402.527>;FLOWLINE= < 392.160> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 112,51 112,00 TO NODE 112.51 IS CODE = 1 ELEVATION = 408.67 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 65.10 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 201.82 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.21 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.29 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.59 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.286 22.480 9.138 2934.43 2.907 1.283 22,552 9.186 2942.96 5.950 1.280 22.625 9,233 2951.55 9.142 1.277 22,698 9,282 2960,20 12.496 1.274 22,771 9,330 2968,90 16.028 1,271 22,845 9,380 2977,67 19.757 1,267 22,919 9,429 2986,49 23.704 1,264 22,994 9,480 2995.37 27.894 1,261 23,069 9.530 3004.32 32.356 1,258 23,145 9.581 3013.32 37.126 1,255 23,221 9.633 3022.39 42.247 1,252 23,298 9,686 3031.51 47,769 1,249 23,375 9,738 3040.70 53,759 1,246 23,453 9,792 3049.96 60,296 1,243 23.531 9,846 3059.27 67,487 1,239 23.609 9,900 3068,65 75,469 1,236 23.688 9,955 3078,10 84,429 1,233 23.768 10.011 3087,61 94,628 1,230 23.848 10.067 3097.18 106,450 1,227 23,929 10.123 3106,83 120,491 1.224 24.010 10.181 3116.53 137,747 1.221 24,091 10.239 3126.31 160,086 1,218 24,173 10.297 3136.15 191.706 1.215 24.256 10.356 3146.07 201.820 1.214 24,272 10.367 3147.92 Page 17 NODE C605P1.RES 112,51 : HGL = < 409,956>;EGL= < 417.808>;FLOWLINE= < 408.670> ****************************************************************************** FLOW PROCESS FROM NODE 112.51 TO NODE 112,50 IS CODE = 5 UPSTREAM NODE 112.50 ELEVATION = 409.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 65.10 65.10 0.00 0,00 DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) 36,00 36,00 0,00 0.00 (DEGREES) ELEVATION 0.00 0,00 0,00 409.00 408.67 0.00 0.00 DEPTH(FT,) 2.59 2.59 0.00 0.00 (FT/SEC) 22.689 22.487 0.000 0,000 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,06685 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,06525 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.06605 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0,264 FEET ENTRANCE LOSSES = 0,000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0,463)+( 0,000) = 0,463 NODE 112,50 : HGL = < 410,278>;EGL= < 418,271>;FLOWLINE= < 409,000> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 111,10 112,50 TO NODE 111,10 IS CODE = 1 ELEVATION = 426.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 65,10 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 250,02 FEET MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 1,26 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.67 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.59 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0.000 1,668 16.122 5.706 2214.52 1.932 1,652 16.318 5.789 2235.20 3,995 1,635 16.519 5,875 2256,56 6,202 1.619 16.725 5,965 2278,63 8.566 1.603 16,937 6,060 2301,43 11.105 1.587 17,154 6,159 2324,98 13.838 1.570 17,377 6,262 2349,32 16.785 1.554 17,607 6,371 2374,46 19.973 1.538 17,842 6,484 2400,44 23,433 1,522 18,084 6.603 2427.28 27,201 1,505 18,332 6.727 2455,01 31,320 1,489 18,588 6,857 2483,67 35,845 1,473 18,850 6,994 2513,29 40,843 1,456 19,120 7,137 2543.90 46,397 1,440 19,398 7.287 2575,54 52,616 1.424 19,684 7.444 2608,24 59,644 1.408 19,979 7.609 2642,06 67.673 1.391 20,282 7.783 2677.02 76.976 1.375 20.594 7.965 2713,19 Page 18 87,950 101,211 117,794 139,636 171,092 226,133 250,020 C605Pl,RES 1,359 20.916 1.343 21.247 1.326 21,589 1.310 21,941 1.294 22,305 1,278 22,680 1,278 22,682 8.156 8.357 8,568 8,790 ,024 ,270 ,271 9, 9. 9. 2750.59 2789.29 2829.33 2870,78 2913.69 2958,12 2958,27 NODE 111.10 : HGL = < 428.168>;EGL= < 432.206>;FLOWLINE= < 426.500> *************************************************************^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 111.10 TO NODE 111.00 IS CODE = 5 UPSTREAM NODE 111.00 ELEVATION = 426.83 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 54.50 65,10 10,60 0,00 DIAMETER (INCHES) 36,00 36,00 18,00 0,00 ANGLE FLOWLINE (DEGREES) ELEVATION 0,00 90,00 0,00 426,83 426,50 428,00 0,00 0,00===Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT,) 2,40 2,59 1.25 0.00 VELOCITY (FT/SEC) 19.963 16.127 6,735 0,000 m LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04024 JUNCTION LENGTH = 4,00 FEET FRICTION LOSSES = 0,161 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2,042)+( 0,000) = 2.042 05366 02682 0,000 FEET NODE 111,00 : HGL = < 428,060>;EGL= < 434,248>;FLOWLINE= < 426,830> *****************************************************^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 111,00 TO NODE 104,10 IS CODE = 1 UPSTREAM NODE 104,10 ELEVATION = 431,60 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 54,50 CFS PIPE PIPE LENGTH = 75,34 FEET DIAMETER = 36,00 INCHES MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 1,18 CRITICAL DEPTH(FT) = 2.40 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.35 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) 0.000 1,349 17.682 6.207 2.413 1,342 17.801 6.266 4.955 1.335 17.922 6.326 7.637 1,328 18.044 6.387 10.473 1,321 18.168 6.450 13.477 1.314 18.294 6.514 16.668 1,307 18.421 6.580 20.065 1.300 18.550 6,647 23,692 1,293 18.680 6.715 27,578 1,287 18.813 6.786 31,757 1.280 18.947 6.857 Page 19 PRESSURE+ MOMENTUM(POUNDS) 1977.27 1988.53 1999.96 2011.57 2023.36 2035.33 2047.48 2059,83 2072,36 2085,09 2098.02 C605P1.RES 36.269 1,273 19,083 6.931 2111.15 41.164 1,266 19,221 7.006 2124,49 46.504 1.259 19.360 7,083 2138.04 52,366 1.252 19,502 7.161 2151,80 58,852 1,245 19,646 7,242 2165,78 66,092 1,238 19,792 7.324 2179,99 74,266 1,231 19,939 7.409 2194.41 75,340 1,230 19.956 7.418 2196.08 NODE 104.10 : HGL = < 432,949>;EGL= < 437,807>;FLOWLINE= < 431.600> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 104,00 104,10 TO NODE 104.00 IS CODE = 5 ELEVATION = 432.60 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES; PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CPS) 45.40 54.50 9,10 0.00 DIAMETER ANGLE (INCHES) 24,00 36,00 24,00 0,00 (DEGREES) 0,00 90,00 0,00 FLOWLINE CRITICAL VELOCITY ELEVATION 432,60 431,60 433,10 0,00 DEPTH(FT,) 1.97 2.40 1.08 0,00 0.00===Q5 EQUALS BASIN INPUT=== (FT/SEC) 19,910 17,688 5,277 0,000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTA1)-Q3*V3*C0S(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0,06172 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,03861 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,05017 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0,201 FEET ENTRANCE LOSSES = 0,000 FEET (DY+HVl-HV2)+(ENTRANCE LOSSES) ( 2.311)+( 0.000) = 2.311 JUNCTION LOSSES = JUNCTION LOSSES = NODE 104.00 : HGL = < 433.963>;EGL= < 440.118>;FLOWLINE= < 432,600> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 110,10 104.00 TO NODE 110.10 IS CODE = 1 ELEVATION = 441,00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 45,40 CFS PIPE DIAMETER = 24,00 INCHES PIPE LENGTH = 120.66 FEET MANNING'S N = 0. 01300 NORMAL DEPTH(FT) 1.31 CRITICAL DEPTH(FT) 1.97 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.97 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0,000 1.971 14.490 5,233 1465,54 0,162 1.944 14.561 5.239 1466,61 0,594 1.918 14.653 5.253 1469.49 1,253 1.891 14,761 5.276 1473.89 2,123 1.864 14.884 5,307 1479.68 3.200 1.838 15,022 5.344 1486.76 4.487 1.811 15.174 5.388 1495.08 5.995 1,784 15.338 5.440 1504.63 7.738 1,758 15.516 5.498 1515.39 9.739 1,731 15.707 5.564 1527.36 Page 20 C605Pl,RES 12,024 1.704 15,911 5,638 1540,56 14,628 1.678 16,129 5,720 1555,00 17.596 1,651 16,360 5,810 1570,72 20.983 1,625 16,606 5,909 1587,75 24,860 1,598 16.866 6.018 1606.13 29.321 1,571 17,141 6,136 1625.91 34.491 1,545 17,432 6,266 1647,15 40.536 1,518 17,739 6.407 1669,91 47.696 1,491 18,064 6,561 1694,27 56.317 1,465 18,406 6.729 1720.28 66.942 1,438 18,768 6.911 1748.06 80.479 1,412 19,150 7.109 1777,68 98,632 1,385 19,553 7.325 1809,25 120,660 1,363 19,903 7.518 1836.95 NODE 110,10 : HGL = < 442,971>;EGL= < 446,233>;FLOWLINE= < 441,000> ***************************************************************************^^* FLOW PROCESS FROM NODE 110,10 TO NODE 110,00 IS CODE = 5 UPSTREAM NODE 110,00 ELEVATION = 441,33 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 22,60 45.40 22,80 0,00 DIAMETER (INCHES) 24,00 24,00 24,00 0,00 ANGLE (DEGREES) 90,00 90,00 0,00 FLOWLINE ELEVATION 441,33 441.00 441.33 0,00 0.00===Q5 EQUALS BASIN INPUT=== CRITICAL DEPTH(FT,) 1,69 1,97 1,70 0.00 VELOCITY (FT/SEC) 7,194 14,495 7,257 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16,l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0,00998 DOWNSTREAM: MANNING'S N = 0,01300; FRICTION SLOPE = 0,03655 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,02326 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0,093 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 4,149)+( 0.000) = 4,149 NODE 110.00 : HGL = < 449.579>;EGL= < 450.382>;FLOWLINE= < 441.330> ************************************************************* ******^^^^.j^.^.j^^^^.j^ FLOW PROCESS FROM NODE 110.00 TO NODE 107.00 IS CODE = 1 UPSTREAM NODE 107.00 ELEVATION = 441.85 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 22.60 CFS PIPE DIAMETER = 24,00 INCHES PIPE LENGTH = 5.25 FEET MANNING'S N = 0,01300 SF=(Q/K)**2 = (( 22,60)/( 226,218))**2 = 0,00998 HF=L*SF = ( 5,25)*(0,00998) = 0.052 NODE 107.00 : HGL = < 449.631>;EGL= < 450.435>;FLOWLINE= < 441.850> *************************************************************************^^^^^ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 107.00 FLOWLINE ELEVATION = 441.85 ASSUMED UPSTREAM CONTROL HGL = 443.54 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS D Page 21 C2129L.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) Copyright 1982-2001 Advanced Engineering Software (aes) ver, 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS PHASE 3 * * STA 21+29 LT WHIPTAIL * * l:\961005\Hydrology\Phase3\Hydraulics\C2129L,OUT * ************************************************************************** FILE NAME: C2129L.DAT TIME/DATE OF STUDY: 10:15 01/31/2008 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 117,00- 2,40 DC 1327.31 1.00* 2758,59 } FRICTION 123.10- 2,38*Dc 1327.12 2.38*Dc 1327,12 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM, ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 117,00 FLOWLINE ELEVATION = 342,17 PIPE FLOW = 53,50 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 344.570 FEET NODE 117.00 : HGL = < 343,166>;EGL= < 353.742>;FLOWLINE= < 342,170> ****************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 123.10 IS CODE = 1 UPSTREAM NODE 123,10 ELEVATION = 354.17 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 53.50 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 60.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) = 2.38 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.38 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.376 8.908 3.609 1327.12 Page 1 C2129L.RES 0.018 2,315 9,136 3,612 1328,39 0.074 2,255 9.385 3,623 1332.29 0,174 2,194 9.654 3.642 1339.01 0.323 2,134 9,947 3.671 1348,73 0,529 2,073 10,265 3,710 1361,67 0.799 2,012 10.610 3,762 1378,09 1.144 1.952 10.986 3,827 1398,28 1,577 1,891 11,394 3,908 1422,56 2.112 1,830 11,840 4.008 1451,32 2,769 1.770 12,326 4.130 1485.00 3.570 1,709 12.858 4,278 1524,11 4.547 1,648 13.442 4,456 1569,24 5.735 1,588 14,084 4,670 1621,09 7.185 1,527 14,792 4.927 1680,48 8,961 1.467 15,575 5.236 1748,40 11,151 1,406 16,445 5.608 1826.01 13,876 1,345 17.416 6.058 1914,72 17,311 1,285 18,504 6.604 2016,24 21,713 1,224 19,728 7,271 2132,66 27,489 1,163 21,115 8,091 2266,57 35.329 1,103 22.695 9,106 2421.20 46,539 1,042 24.509 10.375 2600,66 60,000 0,996 26.091 11.572 2758,59 NODE 123.10 : HGL = < 356.546>;EGL= < 357,779>;FL0WLINE= < 354,170> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 123.10 FLOWLINE ELEVATION = 354,17 ASSUMED UPSTREAM CONTROL HGL = 356.55 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS D Page 2 m BOBCAT.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering Software (aes) ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS PHASE 3 * * PROPOSED BOBCAT CT, * * l:\961005\Hydrology\Phase3\Hydraulics\BOBCAT,RES * ************************************************************************** FILE NAME: BOBCAT.DAT TIME/DATE OF STUDY: 09:10 01/31/2008 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal poi nt data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 116,00-2,44 DC 1443,04 1.35* 2141.45 } FRICTION 2405,50-2.44 DC 1443.04 1.39* 2067.96 } JUNCTION 3405,00-2.33 DC 1461.16 1,40* 2013.75 } FRICTION 2304,00-2.33*DC 1461.16 2.33*Dc 1461.16 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 116.00 FLOWLINE ELEVATION = 352.50 PIPE FLOW = 56,80 CFS PIPE DIAMETER = 36,00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 354,900 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 2,40 FT,) IS LESS THAN CRITICAL DEPTH( 2.44 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 116,00 : HGL = < 353.847>;EGL= < 359,142>;FLOWLINE= < 352.500> ****************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 2405.50 IS CODE = 1 UPSTREAM NODE 2405.50 ELEVATION = 354.39 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 56,80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 37.79 FEET MANNING'S N = 0,01300 NORMAL DEPTH(FT) = 1,28 CRITICAL DEPTH(FT) = 2,44 Page 1 BOBCAT,RES UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.39 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.390 17,716 6.267 2067.96 2.870 1,386 17,787 6.302 2074.89 5,881 1,382 17,858 6.337 2081.89 9,044 1.377 17.930 6,372 2088,96 12,375 1.373 18,002 6,409 2096,09 15.888 1,369 18,075 6,445 2103.28 19,604 1,365 18,149 6,482 2110,55 23,544 1,360 18,223 6,520 2117,88 27.734 1.356 18,298 6,558 2125.28 32,205 1.352 18,373 6,597 2132.74 36,992 1.348 18.449 6,636 2140,28 37.790 1,347 18,461 6,642 2141,45 NODE 2405,50 : HGL = < 355.780>;EGL= < 360.657>;FL0WLINE= < 354.390> ****************************************************************************** FLOW PROCESS FROM NODE 2405.50 TO NODE 3405,00 IS CODE = 5 UPSTREAM NODE 3405,00 ELEVATION = 354.89 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE (CFS) (INCHES) 52.70 30,00 56,80 36,00 2,20 18.00 1,90 18.00 FLOWLINE CRITICAL VELOCITY (DEGREES) ELEVATION 0.00 90,00 90.00 354.89 354,39 355,89 355,89 DEPTH(FT,) 2,33 2,44 0,56 0,52 (FT/SEC) 18,686 17.722 3.655 3.500 0.00===Q5 EQUALS BASIN INPUT=== 04575 03770 0.000 FEET LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0. AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04173 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0,167 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HVl-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( l,052)+( 0.000) = 1,052 NODE 3405,00 : HGL = < 356,287>;EGL= < 361,709>;FLOWLINE= < 354,890> ****************************************************************************** FLOW PROCESS FROM NODE 3405,00 TO NODE 2304,00 IS CODE = 1 UPSTREAM NODE 2304,00 ELEVATION = 367,53 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 52,70 CFS PIPE DIAMETER = 30,00 INCHES PIPE LENGTH = 252,70 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.36 CRITICAL DEPTH(PT) = 2.33 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.33 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC Page 2 PRESSURE+ BOBCAT, RES OL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 0,000 2.331 11.055 4.230 1461.16 0.074 2,292 11.176 4.233 1461.95 0,298 2,253 11,310 4,241 1464.27 0,673 2,214 11,457 4.254 1468.10 1.206 2,176 11,618 4.273 1473.44 1.909 2.137 11,792 4,297 1480.30 2,795 2,098 11.980 4,328 1488.73 3,882 2,059 12,182 4,364 1498.75 5,190 2,020 12,398 4,408 1510.42 6,746 1.981 12,629 4,459 1523.80 8.584 1,942 12,875 4,518 1538,98 10,743 1,903 13.139 4,585 1556.03 13,273 1,864 13,419 4,662 1575.05 16,238 1,825 13,718 4,749 1596.15 19.717 1.787 14,036 4,848 1619.45 23.815 1,748 14,375 4,958 1645,08 28.669 1,709 14,736 5,083 1673,20 34,466 1,670 15,122 5,223 1703,97 41,470 1,631 15.532 5,379 1737,58 50,069 1,592 15.970 5.555 1774,23 60,864 1,553 16.439 5.752 1814,17 74,867 1,514 16,939 5.973 1857.64 93.972 1,475 17,475 6,220 1904,94 122,445 1,437 18,049 6,498 1956,40 173,970 1,398 18.665 6,811 2012.38 252,700 1.397 18.680 6,819 2013.75 NODE 2304,00 : HGL = < 369,861>;EGL= < 371,760>;FLOWLINE= < 367,530> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2304,00 FLOWLINE ELEVATION = 367,53 ASSUMED UPSTREAM CONTROL HGL = 369,86 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS D Page 3 2415, RES ^^^y**7^************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering software (aes) ver, 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, Inc, 2710 Loker Avenue west. Suite 100 carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY **************************^ * CARLSBAD OAKS PHASE 3 * * PROPOSED BOBCAT CT INLET (SOUTH) . ^ ^ * * i-\961005\Hvdroloqy\Phase3\Hydraulics\2415,res .^.^.^.^^.^ *t;***i************************************^ FILE NAME: 2415,DAT TIME/DATE OF STUDY: 09:25 01/31/2008 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used,) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2405.00- 1.20* 56.66 0,30 32.09 } FRICTION } HYDRAULIC JUMP 2415.00- 0.53*Dc 21.55 0.53*Dc MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25^^ NOTE- STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2405.00 FLOWLINE ELEVATION = 355,89 PIPE FLOW = 2,00 CFS PIPE DIAMETER = 18,00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 357.090 FEET '"NODE~'2405'00'rHGL = < 357.090>; EGL= < 357.117>; FLOWLINE= < 355.890> ^^**************************************************************************** FLOW PROCESS FROM NODE 2405.00 TO NODE 2415.00 IS CODE = 1 UPSTREAM NODE 2415.00 ELEVATION = 358.03 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 42.75 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS "NORMAL'DEPTH(FT) = 0.30 CRITICAL DEPTH(FT) = 0.53 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ Page 1 2415 RES MOMENTUM(POUNC L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNC 0,000 0,533 3,552 0.729 21.55 0.007 0.524 3,640 0,730 21,56 0,031 0,514 3,732 0.731 21.60 0.072 0.505 3.828 0,732 21.66 0,134 0,495 3,929 0,735 21.74 0,217 0,486 4.035 0,739 21.86 0.326 0.476 4,146 0,743 22,00 0,463 0,467 4,263 0,749 22,17 0.633 0.457 4,386 0,756 22,37 0,839 0,448 4,516 0,765 22.61 1,088 0.438 4.653 0,775 22.88 1.387 0,429 4,797 0,786 23,19 1,742 0.419 4,949 0.800 23.54 2.166 0,410 5,110 0,815 23,92 2,671 0,400 5,281 0,834 24,36 3,274 0.391 5.462 0.854 24,84 3.998 0,381 5.654 0,878 25.37 4,872 0.372 5,859 0,905 25.96 5,940 0.362 6,077 0,936 26,61 7.266 0,353 6,310 0,971 27,32 8,945 0.343 6,558 1,012 28,10 11.143 0.334 6.825 1,058 28,95 14.165 0,324 7.111 1.110 29,89 18,704 0.315 7.419 1.170 30,92 26,975 0.305 7.751 1.239 32,05 42,750 0,305 7.761 1.241 32.09 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1,20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN[ 0.000 1,200 1.319 1.227 56.66 0.513 1.173 1.348 1.202 54.27 1.023 1.147 1.379 1.176 51.95 1.532 1.120 1,413 1.151 49.70 2.037 1.093 1.449 1.126 47,51 2.539 1.067 1,488 1,101 45.40 3.038 1.040 1,529 1,076 43.35 3.533 1.013 1.574 1,052 41.38 4.024 0,987 1,622 1.027 39.48 4.510 0.960 1,674 1,003 37.66 4,991 0.933 1,730 0,980 35.92 5.465 0.907 1.790 0,956 34.27 5.931 0.880 1.856 0.933 32.69 6.389 0.853 1,926 0,911 31.21 6.838 0.827 2,003 0,889 29.81 7.274 0.800 2.086 0,868 28.51 7.698 0.773 2,177 0.847 27.30 8,105 0.747 2,276 0.827 26.19 8,493 0.720 2.385 0.808 25.18 8,857 0.693 2.504 0.791 24.28 9,194 0.667 2.636 0.774 23.49 9,497 0.640 2.781 0.760 22.83 9,757 0.613 2.942 0.748 22.29 9.964 0.587 3.123 0.738 21.89 10,103 0,560 3.324 0.732 21.64 10,155 0.533 3.552 0.729 21.55 42,750 0.533 3.552 0.729 21.55 Page 2 2415.RES END OF HYDRAULIC JUMP ANALYSIS I PRESSURE+MOMENTUM BALANCE OCCURS AT 6,12 FEET UPSTREAM OF NODE 2405,00 I DOWNSTREAM DEPTH = 0.869 FEET, UPSTREAM CONJUGATE DEPTH = 0,305 FEET NODE 2415.00 : HGL = < 358,563>;EGL= < 358,759>;FLOWLINE= < 358,030> ****************************************************************************^^ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2415,00 FLOWLINE ELEVATION = 358.03 ASSUMED UPSTREAM CONTROL HGL = 358.56 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS D Page 3 m 2413,RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering Software (aes) ver, 8,0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: O'Day Consultants, inc, 2710 Loker Avenue West, Suite 100 carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD OAKS PHASE 3 * * PROPOSED BOBCAT CT INLET (NORTH) * * i:\961005\Hydrology\Phase3\Hydraulics\2413,res * ************************************************************************** FILE NAME: 2413,DAT TIME/DATE OF STUDY: 09:20 01/31/2008 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used,) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2405.00- 1,20* 58,91 0,36 36,95 } FRICTION } HYDRAULIC JUMP 2413.00- 0,59*DC 27,21 0,59*DC 27,21 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM, ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2405,00 FLOWLINE ELEVATION = 355,89 PIPE FLOW = 2,40 CFS PIPE DIAMETER = 18,00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 357,090 FEET NODE 2405,00 : HGL = < 357.090>;EGL= < 357.129>;FLOWLINE= < 355.890> ****************************************************************************** FLOW PROCESS FROM NODE 2405.00 TO NODE 2413.00 IS CODE = 1 UPSTREAM NODE 2413.00 ELEVATION = 356.37 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.40 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 4,75 FEET MANNING'S N = 0,01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.27 CRITICAL DEPTH(FT) = 0.59 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.59 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ Page 1 CONTROL(FT) 0,000 0,006 0.023 0,055 0,101 0,165 0,249 0,356 0,488 0,651 0,849 1,089 1.377 1,724 2,141 2,644 3,254 4,001 4,750 (FT) 0,586 0,574 0,561 0,548 0,536 0,523 0,511 0,498 0,486 0,473 0,461 0,448 0.435 0.423 0.410 0.398 0.385 0.373 0.362 2413, (FT/SEC) 3.750 3.861 3,978 4,102 4,233 4,371 4,519 4,676 4,842 5,020 5,211 5.414 5,632 5,867 6,119 6,392 6,686 7,006 7.286 RES ENERGY(FT) 0,805 0,805 0,807 0,810 0.814 0.820 0.828 0.838 0.850 0.865 0.882 0.903 0.928 0.958 0,992 1,033 1,080 1,135 1,187 MOMENTUM(POUNDS) 27,21 27,24 27,30 27,41 27,57 27,78 28,04 28,36 28.74 29.19 29,70 30,30 30.97 31.74 32.60 33,56 34,65 35,86 36,95 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0,000 1.200 1.583 1.239 58.91 0,229 1,175 1,615 1.216 56.75 0,456 1,151 1,649 1.193 54,66 0,681 1,126 1.686 1.170 52,63 0,905 1.102 1.725 1.148 50,65 1,127 1.077 1.766 1.126 48,74 1.347 1.053 1.811 1.104 46,89 1,565 1.028 1.858 1.082 45,11 1.780 1.004 1.909 1.060 43,39 1,993 0.979 1.964 1.039 41.75 2,202 0,954 2.022 1.018 40.17 2,408 0,930 2.085 0.997 38,68 2,609 0,905 2.152 0.977 37,25 2,806 0.881 2.224 0.958 35,91 2.997 0,856 2.302 0.939 34,64 3.182 0,832 2.385 0.920 33.46 3.361 0.807 2.476 0.902 32.37 3.531 0.783 2.573 0.885 31.37 3.691 0.758 2.679 0.870 30.46 3.841 0.733 2.794 0.855 29.65 3.977 0.709 2.919 0.841 28.94 4.098 0.684 3.055 0.829 28.35 4.200 0.660 3.205 0.819 27.87 4.280 0.635 3.369 0,812 27.51 4.332 0.611 3.550 0.807 27.29 4.352 0.586 3.750 0.805 27.21 4.750 0.586 3.750 0.805 27.21 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 3.77 FEET UPSTREAM OF NODE 2405.00 | DOWNSTREAM DEPTH = 0.745 FEET, UPSTREAM CONJUGATE DEPTH = 0.454 FEET | NODE 2413.00 : HGL = < 356.956>;EGL= < 357.175>;FLOWLINE= < 356.370> I****************************************************************************** Page 2 2413.RES UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2413.00 FLOWLINE ELEVATION = 356.37 ASSUMED UPSTREAM CONTROL HGL = 356.96 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS D m Page 3 Basin lA Hydrology 96051A.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 02/06/08 CARLSBAD OAKS PHASE 3 PROPOSED BASIN lA G:\ACCTS\961005\9605Al.OUT ********* Hydrology Study Control information ********** O'Day Consultants, San Deigo, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2,800 24 hour precipitation(inches) = 4.900 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 57,1% San Diego hydrology manual 'C values used Runoff coefficients by rational method Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 0,000 [INDUSTRIAL area type ] initial subarea flow distance = 100,00(Ft,) Highest elevation = 398,40(Ft.) Lowest elevation = 397.00(Ft.) Elevation difference = 1.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App x-C) = 4.02 min. TC = [1.8*(l,l-C)*distanceA.5)/(% slopeA(i/3)] TC = [1.8*(l,l-0.8500)*(100.00A.5)/( 1.40A(l/3)]= 4.02 Setting time of concentration to 5 minutes RainfaTl intensity (I) = 7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 0.941(CFS) Total initial stream area = 0.150(Ac.) Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 4.233(CFS) Depth of flow = 0.300(Ft.), Average velocity = 0.939(Ft/s) ******* Irregular Channel Data *********** Page 1 96051A.OUT Information entered for subchannel number 1 Point number 1 2 3 Manning's 'N' 'X' coordinate 0.00 50.00 100.00 friction factor = 0.040 coordinate 1.00 0.00 1.00 Sub-Channel flow = 4.233(CFS) flow top width = 30.032(Ft.) ' velocity= 0,939(Ft/s) ' area = 4,510(Sq,Ft) ' ' Froude number = 0,427 Upstream point elevation = 397,000(Pt,) Downstream point elevation = 395.800(Ft.) Flow length = 150.000(Ft.) Travel time = 2.66 min. Time of concentration = 7.66 min. Depth of flow = 0.300(Ft.) Average velocity = 0.939(Ft/s) Total irregular channel flow = 4 irregular channel normal depth above Average velocity of channel(s) = 0 233(CPS) invert elev. = 939(Ft/s) 0.300(Ft.) Sub-Channel No, 1 critical depth = 0,213(Ft,) critical flow top width = 21,289(Ft,) ' ' ' critical flow velocity= 1.868(Ft/s) ' ' ' critical flow area = 2,266(Sq,Ft) Adding area flow to channel group A group B group C group D DecimaT fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type Rainfall intensity = 5 Runoff coefficient used for Subarea runoff = Total runoff = 0,000 1.000 0.000 0.000 ] 601(in/Hr) for a sub-area. Rational 4.999(CFS) for 1.050(Ac,) 5,940(CFS) Total area = 100.0 year storm method,Q=KCiA, C = 0.850 1.20(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION **** 3.000 to Point/Station 3.000 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [INDUSTRIAL area type Time of concentration Rainfall intensity = group A = 0.000 group B = 1.000 group C = 0.000 group D = 0.000 = 7.66 min. ] 5.601(in/Hr) for a Runoff coefficient used for sub-area. Rational Subarea runoff = 3.809(CPS) for 0.800(Ac.) Total runoff = 9.748(CFS) Total area = 100.0 year storm method,Q=KCIA, C = 0.850 2.00(Ac.) Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 387.80(Ft.) Downstream point/station elevation = 385.55(Ft.) Page 2 96051A,OUT Pipe length = 225,00(Ft,) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 9.748(CFS) Given pipe size = 24.00(ln.) calculated individual pipe flow = 9.748(CPS) Normal flow depth in pipe = 11,02(In,) Flow top width inside pipe = 23,92(in.) critical Depth = 13,41(in,) Pipe flow velocity = 6,93(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 8.20 min. End of computations, total study area = 2.00 (Ac ) Page 3 >-flMMHHHHM^C*' I 'i' llli'lllllllWMlllillilHil M SECTION 4 INLET SIZING BOBCAT COURT Node#2413rSTA 9+38.45 LT^ Calculated Flowrate Q = 2.4 cfs Capacitv of Curb Inlet Sump: Q = 3.87L(H)'^3/2 IfL = 4',H = 0.29' OK USE 5' TYPE 'B' C.I. Node#2415 (STA 9+38.45 RT^ Calculated Flowrate Q = 2.0 cfs Q = 0.7L(a+y)^3/2 (a = 0.333') S = 6.90% (Approaching street) Y = 0.22' Q/L = 0.288 L = 6.94' USE 8' TYPE 'B-1'C.I. FIGURE 27.3 «»<»«>€ OiLT » • T i , o DtAWPt.£: ONE SIDE Cirtn; 0, 10 5, J I I I M 40 so III-27.7 SECTION 5 Temporary Desilting Basin Calculations Carlsbad Oaks North J.N. 961005/5 Prepared By: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 DESILTING BASIN CALCTIf ATTONS SECTION DESCRIPTION Surface Area Calculations Explanation Soil Loss Calculations Explanation Dewatering Calculation Explanation 4 Basin Sizing, Soil Loss, & Outlet Works Calculation Spreadsheets 5 Exhibits SECTION 1 Surface Area Calculations According to the Fact Sheet for Water Quality Order 99-08-DWQ issued by the State Water Resources Control Board (SWRCB), sediment basins shall, at a minimum, be designed and maintained as follows: Option 1: Pursuant to local ordinance for sediment basin design and maintenance, provided that the design efficiency is as protective or more protective of water quality than Option 3. OR Option 2: Sediment basin(s), as measured firom the bottom ofthe basin to the principal outlet, shall have at least a capacity equivalent to 3,600 cubic feet of storage per acre draining into the sediment basin. The length of the basin shall be more than twice the width ofthe basin. The length is determined by measuring the distance between the inlet and the outlet; and the depth must not be less than three feet nor greater than five feet for safety reasons and for maximimi efficiency. OR Option 3: Sediment basin(s) shall be designed using the standard equation: A,= 1.2QA^, Where: Ag is the minimum surface area for trapping soil particles of a certain size; V, is the settling velocity of the design particle size chosen; and Q=CxIxA where Q is the discharge rate measured in cubic feet per second; C is the runoff coefficient; I is the precipitation intensity for the 10-year, 6-hour rain event and A is the area draining into the sediment basin in acres. The design particle size shall be the smallest soil grain size determined by wet sieve analysis, or the fme silt sized (0,01 mm) particle, and the Vj used shall be 100 percent of the calculated settling velocity. The length is detennined by measuring the distance between the inlet and the outlet; the length shall be more than twice the dimension as the width; the depth shall not be less than three feet nor greater than five feet for safety reasons and for maximum efficiency (two feet of storage, two feet of capacity). The basin(s) shall be located on the site where it can be maintained on a year- round basis and shall be maintained on a schedule to retain the two feet of capacity; OR Option 4: The use ofan equivalent surface area design or equation, provided that the design efficiency is as protective or more protective of water quality than Option 3. Sediment basins for Carlsbad Oaks were designed to satisfy the requirements ot Option i, using the following parameters: Appendix II-A-4 ofthe San Diego County Hydrology Manual gives the precipitation for a 10-year, 6-hour storm as 1.9 mches for this project. (See Exhibit "A") P = 1.9 inches/6 hours I = 0 J2 avg. inches/hour (per Goldman et al., p. 8.16) Appendix IX ofthe San Diego County Hydrology Manual gives the runoff coefficients for this project as C=0 JS to C=0.45. (See Exhibit "B*0 Table 8.1 of the Erosion and Sediment Control Handbook (See Exhibit "C") gives the settling velocity for a 0,01 mm sized particle as Vs = 0.00024 feet/second. The San Diego County Soils Interpretation Study gives the soil classification for this project as "B**, "C, and "D", (See Exhibit "D") FOR BASIN CALCULATION SUMMARY SPREADSHEET SEE SECTION 4 SECTION 2 SOIL LOSS CALCULATIONS CHAPTER 5 OF THE EROSION AND SEDIMENT CONTROL HAlsmRnoy DISCUSSES CALCULATING SOIL LOSS WITH THE UNIVERSAL SOIL LOSS EQUATION a,2« Tk* BquatioK Th«fM«lfmofllM A- KX JCXLSXCXP Jl « nb(UlwQaiwiadii,faiiaOlt -toni/Mn X la/hr K- •oltMdfliilHyteetM'.teaa/Mraptrwdtaf I 'c " n!!!iuiy^ tMtQf, i'—lm i* « tralM ewiM BraoH RAINFALL INDEX "R" RAINFALL EROSION INDEX "R" IS BASED ON THE GEOGRAPHICAL n I fit- 5.3 DiitributioB of ttorm type* in tha N.W Mt«ie«. VtMk, »4 Wyomin, clloL U u"""^ '"""^ ^year. «... ...ral, ,n Th» dUhiMicw k padi intentHy m idkKtid fal tha cotiBdMrti of ttl* iqiM. tion fbr ths niBbl fictw. Fiiun M il • giapUeil Nina^ tioM, Tlx aqiutiMii, alM ihom M tho cotvot foe OMh faMlividaal itom ^po, UK JI-37p^ typon "P" FOR THIS EQUATION IS THE PRECIPITATION FOR A 2-YEAR, 6-HOUR STORM EVENT, APPENDIX II-A-2 FROM THE SAN DIEGO COUNTY HYDROLOGY MANUAL GIVES P = 1.4 (SEE EXHIBIT "E") R = 16.55*P'^2.2 = 16.55*1.4^2,2 = 34.7 SOIL FACTOR "K" FROM THE SOILS REPORT, THE SITE CONSISTS OF 50% SAND AND 50% CLAY AND SILT, ASSUMING HALF OF THE 50% IS CLAY. THE OTHER HALF SILT K = 0.24 (SEE TABLE BELOW) pgRcmr CM CLAY i t 9 a i * * * ^ CMCgNT SANO 0 LENGTH SLOPE AND STEEPNESS FACTOR "LS" SLOPE LENGTH AND STEEPNESS FACTOR "LS" IS CALCULATED USING TABLE 5.5 OF THE EROSION AN SEDIMENT CONTROL HANDBOOK (SEE EXHIBIT "F") FOR BASIN CALCULATION SUMMARY SEE SECTION 4 VEGETATION COVER FACTOR "C" THE COVER FACTOR TABLE LISTED BELOW IS USED FOR AREA UNDER CONSTRUCTION OR CULTIVATION. TO BE CONSERVATIVE THE HIGHEST VALUE IS ASSUMED. C=I.O VAMIMUM CValaMhvMLa 9»%tmtm.mmmltrmmm.m»mutA flit M Itmutakt WKvUk,%*om/mttm 11.1 t/kai, with wm»^ «« M aa*.Jutot ftS i» 4t«M/kM{lL*VMbl . IU lib I xptaati. EROSION CONTROL PRACTICE FACTOR "P'* THE P VALUES LISTED BELOW ARE GIVEN FOR AREAS UNDER CONSTRUCTION OR CULTIVATION. TO BE CONSERVATIVE, THE HIGHEST VALUE WAS ASSUMED. P=L3 8<irfiM» eomlltl— f TtlM fVunpajfi uxt unootk TnckMlM >l«af eoatDur* U Puacha4 itnv %>u«li, tfiHUla'cut Lo«M to IS-IB (30-oa) cUptk 0* 'Tmd Mwto ariMU4 u* tad imn •lap*. rTM<Mftoori<M*4pw«IMto<aMoiM, b» Tlob IA aad 0' SECTION 5.31. PAGES 5.27 TO 5,28 LISTS A STEP BY STEP PROCEDURE FOR USING THE UNIVERSAL SOIL LOSS EQUATION (SEE EXHIBIT "G") FOR SOIL LOSS CALCULATION SUMMARY SPREADSHEET SEE SECTION 4 (i SECTION 3 t|r- ~"•WIWIII 'a^' JH : ^ ~ A£(^<0.O^Sf7^^ - IAJ5. t U— SECTION 4 sin A - Lof 20 Desiltation Basin Calculations StandDioe Calculations Q = CxlxA c = 0.45 Tc = 5 min. (see Desilting Basin Tributary Area Exhibit) 'avg ~ Pe/e hr. 1 = 7.64 in./hr P6 = 1.9 in. (per 10 yr-6 hr Isopluvial) Q = 7.2 cfs 'avg ~ 0.32 in./hr h = 1 ft. Pad A = 1.89 ac. Slope A = 0.28 ac. Case 1 Case 2 Total A = 2.17 ac. Q = CPh^ Q = CA(2gh)^'^ Qavg ~ 0.308979 cfs C = 3.0 C = 0.67 P = 2.40074 ft A= 1.34 ft^ A,= 1.2QA/s d = 0.76 ft d= 1.31 ft v,= 0.00024 ft/sec 24" pipe min. As = 1545 sf actual As = 2619 sf il Loss Calculations A=RxKxLSxCxP R=16.55(p)" p = 1.4 in. (per 2yr-6 hr. Isopluvial) R = 34.70 K = 0.24 (CIE2, CmE2, & CnG2 soils - per Table 5-2) C = 1.0 (Bare areas - per Table 5-5) P = 1.0 (Pacl^ed & Smooth - per Table 5-6) Basin Dewatering Calculations Area Use % Area Length" Slope/ Grade LS"* Ao = As(2H)"' Slope 13.1% 45 2:1 12 3600(T)C„(g)''' Pad 86.9% 300 2% 0.28 3600(T)C„(g)''' "* = See Desilting Basin Tributary Area Exhibit '" = Per Figure 5-5 Avg. LS = 1.81 A= 15.07 tn/yr/ac Loss = 32.7 tn/yr = 594 cf H= 2 ft T = 40 hr Cd = 0.6 g = 32.2 ft/sec Ao= 0.010684 ft^ = 1.54 in^ sinB- Lot 21 Desiltation Basin Calculations Qavg ~ C X igyg X A standpipe Calculations Q = CxlxA c = 0.45 Tc = 5 min. (see Desilting Basin Tributary Area Exhibit) 'avg ~ Pe/e hr. 1 = 7.64 in./hr. P8 = 1.9 in. (per 10 yr-6 hr. Isopluvial) Q = 14.8 cfs 'avg ~ 0.32 in./hr h = 1 ft. Pad A = 3.11 ac. Slope A = 0.77 ac. Case 1 Case 2 Total A = 3.88 ac. Q = CPh^ Q = CA(2gh)^'^ Qavg ~ 0.552695 cfs C = 3.0 C = 0.67 P = 4.939174 ft A= 2.75 ft^ As = 1.2Q/Vs d = 1.57 ft d= 1.87 ft Vs = 0.00024 ft/sec 24" pipe min. As = 2763 sf actual As = 4075 sf ^0/7 Loss Calculations W= RxKxLSxCxP R=16.55(p) 2.2 P = 1.4 in. (per2yr-6 hr. Isopluvial) R = 34.70 K = 0.24 (CIE2, CmE2, & CnG2 soils - per Table 5-2) C = 1.0 (Bare areas - per Table 5-5) P = 1.0 (Packed & Smooth - per Table 5-6) Basin Dewaterina Calculations Area Use % Area Length** Slope/ Grade LS*** Ao = As(2H)''' Slope 19.9% 40 1.5:1 16.88 3600(T)C<i(g)"' Pad 80.1% 350 2% 0.29 3600(T)C<i(g)"' " = See Desilting Basin Tributary Area Exhibit "* = Per Figure 5-5 Avg. LS = 3.60 A = 29.95 tn/yr/ac pil Loss = 116.2 tn/yr = 2112 cf H= 2 ft T = 40 hr Cd = 0.6 g = 32.2 ft/sec Ao= 0.016623 ft" = 2.39 in^ sin C - Fill Area Lot 22 Desiltation Basin Calculations Qavg ~ C X igvg X A Standpipe Calculations Q = CxlxA c = 0.45 Tc = 5 min. (see Desilting Basin Tributary Area Exhibit) 'avg ~ Pe/e hr. 1 = 7.64 in./hr. P6 = 1.9 in. (per 10 yr.-6 hr. Isopluvial) Q = 15.1 cfs 'avg 0.32 in./hr h = 1 ft. Pad A = 3.14 ac. Slope A = 0.81 ac. Case 1 Case 2 Total A = 3.94 ac. Q = CPh^'^ Q = CA(2gh)^'^ Qavg ~ 0.561691 cfs C = 3.0 C = 0.67 P = 5.019569 ft A = 2.80 ft^ As = 1.2Q/V, d = 1.60 ft d= 1.89 ft Vs = 0.00024 fl/sec 24" pipe min. As = 2808 sf actual A, = 4459 sf Oil Loss Calculations RxKxLSxCxP R=16.55(p) 2.2 p = 1.4 R = 34.70 K = 0.24 C = 1.0 P = 1.0 Area Use % Area Length** Slope/ Grade LS*** Slope 20.4% 50 1.5:1 18.87 Pad 79.6% 430 2% 0.31 Basin Dewaterina Calculations \1/2 Ao= A,(2H)' 3600(T)Cd(g) 1/2 '* = See Desilting Basin Tributary Area Exhibit '** = Per Figure 5-5 Avg. LS= 4.10 A= 34.18 tn/yr/ac H = T = Cd = g = 2 40 0.6 32.2 ft hr ft/sec Ao= 0.018190 ft" Loss= 134.7 tn/yr = 2449 cf 2.62 in'' sin D- Lot 23 Desiltation Basin Calculations Qavg ~ C X igvg X A Standpipe Calculations Q = CxlxA c = 0.45 Tc = 5 min. (see Desilting Basin Tributary Area Exhibit) 'avg ~ P6/6 hr. 1 = 7.64 in./hr. P6 = 1.9 in. (per 10 yr.-6 hr. Isopluvial) Q = 15.7 cfs 'avg ~ 0.32 in./hr h = 1 ft. PadA = 3.81 ac. Slope A = 0.30 ac. Case 1 Case 2 Total A = 4.11 ac. Q = CPh^'^ Q = CA(2gh)^'^ Qavg ~ 0.585675 cfs C = 3.0 C = 0.67 P = 5.233905 ft A= 2.92 ft^ As = 1.2QA/, d = 1.67 ft d= 1.93 ft v,= 0.00024 ft/sec 24" pipe min. As = 2928 sf actual As = 2930 sf Loss Calculations = RxKxLSxCxP R=16.55(p) 2.2 P = 1.4 in. (per 2yr -6 hr. Isopluvial) R = 34.70 K = 0.24 (CIE2, CmE2, & CnG2 soils - per Table 5-2) C = 1.0 (Bare areas - per Table 5-5) P = 1.0 (Packed & Smooth - per Table 5-6) Basin Dewaterina Calculations Area Use % Area Length** Slope/ Grade LS*** Ao = As(2H)"' Slope 7.3% 55 2:1 13.21 3600(T)Cd(g)"' Pad 92.7% 300 2% 0.28 3600(T)Cd(g)"' ** — = See Desilting Basin Tributary Area Exhibit Per Figure 5-5 Avg. LS= 1.22 A= 10.19 tn/yr/ac pil Loss' H •• J- Cd = g = 2 ft 40 hr 0.6 32.2 ft/sec 41.9 tn/yr 762 cf Ao= 0.011952 ft" = 1.72 in^ l^^sinE- Lof 24 (WEST) Desiltation Basin Calculations Qavg ~ C X iayg X A C = 0.45 iavg = Pe/e hr. Pe = 1.9 in. (per 10 yr.-6 hr. Isopluvial) Tc: I : Standpipe Calculations Q = CxlxA 5 min. (see Desilting Basin Tributary Area Exhibit) 7.64 in./hr. 'avg ~ PadA = Slope A = Total A = Qavg ~ A,= 0.32 in./hr 2.00 ac. 0.00 ac. 2.00 ac. 0.285 cfs 1.2QA/s 0.00024 ft/sec Q = 7.6 cfs h= 1 ft. Case 1 Q = CPh^ C= 3.0 P= 2.546913 ft d = 0.81 ft Case 2 Q = CA(2gh)^'^ C = 0.67 A = d = 1.42 ft^ 1.35 ft 18" pipe min. As = 1425 sf actual A, = 2355 sf il Loss Calculations T= RxKxLSxCxP R=16.55(p) 2.2 p = 1.4 in. (per 2yr.-6 hr. Isopluvial) R = 34.70 K= 0.24 (CIE2,CmE2,&CnG2 soils-per Table 5-2) C = 1.0 (Bare areas - per Table 5-5) P = 1.0 (Packed & Smooth - per Table 5-6) Basin Dewaterina Calculations Area Use % Area Length** Slope/ Grade LS*** Slope 0.0% 0 2:1 0 Pad 100.0% 230 2% 0.26 See Desilting Basin Tributary Area Exhibit " = Per Figure 5-5 Avg. LS = 0.26 A= 2.17 tn/yr/ac il Loss: Ao^ A,(2H) 1/2 3600(T)Cd(g) 1/2 4.3 tn/yr 79 cf H= 2 ft T = 40 hr Cd = 0.6 g = 32.2 ft/sec Ao = 0.009607 ft" = 1.38 in^ inF- Lot 24 (NORTH) Desiltation Basin Calculations Qavg ~ C X i3yg X A Standpipe Calculations Q = CxlxA c = 0.45 Tc = 7.4 min. (see Desilting Basin Tributary Area Exhibit) 'avg ~ P^Q hr. 1 = 5.93 in./hr. P6 = 1.9 in. (per 10 yr.-6 hr. Isopluvial) Q = 17.3 cfs 'avg ~ 0.32 in./hr h = 1 ft. Pad A = 5.83 ac. Slope A = 0.00 ac. Case 1 Case 2 Total A = 5.83 ac. Q = CPh^ Q = CA(2gh)^'^ Qavg ~ 0.830775 cfs C = 3.0 C = 0.67 P = 5.765458 ft A = 3.21 ft^ A,= 1.2Q/V, d = 1.84 ft d = 2.02 ft Vs = 0.00024 fl/sec 24" pipe min. A, = 4154 sf actual As = 4655 sf il Loss Calculations >=RxKxLSxCxP R=16.55(p) 2.2 p = 1.4 in. (per2yr.-6 hr. Isopluvial) R = 34.70 K = 0.24 (CIE2, CmE2, & CnG2 soils - per Table 5-2) C = 1.0 (Bare areas - per Table 5-5) P = 1.0 (Packed & Smooth - per Table 5-6) Basin Dewaterina Calculations Area Use % Area Length** Slope/ Grade LS*" Ao = A,(2H)^'^ Slope 0.0% 0 2:1 0 3600(T)Cd(g)'" Pad 100.0% 730 2% 0.36 3600(T)Cd(g)'" ' = See Desilting Basin Tributary Area Exhibit '* = Per Figure 5-5 Avg. LS = A: I Loss •• 0.36 3.00 tn/yr/ac 17.5 tn/yr 318 cf H= 2 ft T = 40 hr Cd = 0.6 g = 32.2 ft/sec Ao= 0.018989 ft" = 2.73 in^ ^s/n G -Lot 24 (SOUTH) Desiltation Basin Calculations Standpipe Calculations Qavg "* C X igyg X A Q = CxlxA c = 0.45 Tc = 10 min. (see Desilting Basin Tributary Area Exhibit) 'avg ~ P6/6 hr. 1 = 4.89 in./hr. P6 = 1.9 in. (per 10 yr.-6 hr. Isopluvial) Q = 30.4 cfs 'avg ~ 0.32 in./hr h= 1 ft. Pad A = 12.44 ac. Slope A = 0.00 ac. Case 1 Case 2 Total A = 12.44 ac. Q = CPh^'^ Q = CA(2gh)^'^ Qavg ~ 1.7727 cfs C= 3.0 C= 0.67 P= 10.13071 ft A= 5.65 ft^ As = 1.2QA/, d= 3.23 ft d= 2.68 ft Vs = 0.00024 ft/sec 42" pipe min. As = 8864 sf actual As = 9080 sf ^0/7 Loss Calculations ^=RxKxLSxCxP R=16.55(p) 2.2 P = 1.4 in. (per 2yr.-6 hr. Isopluvial) R = 34.70 K = 0.24 (CIE2, CmE2. & CnG2 soils - per Table 5-2) C = 1.0 (Bare areas - per Table 5-5) P = 1.0 (Packed & Smooth - per Table 5-6) Basin Dewaterina Calculations Area Use % Area Length** Slope/ Grade LS*** Ao= As(2H)^'' Slope 0.0% 0 2:1 0 3600(T)Cd(g)'" Pad 100.0% 1350 2% 0.43 3600(T)Cd(g)'" = See Desilting Basin Tributary Area Exhibit ' = Per Figure 5-5 Avg. LS •• A' 0.43 3.58 tn/yr/ac iPil Loss = 44.5 810 tn/yr cf H = 2 ft T = 40 hr Cd = 0.6 g = 32.2 ft/sec Ao = 0.037040 ft" = 5.33 in^ sin H - Lot 25 Desiltation Basin Calculations Qavg ~ C X iavg ^ ^ Standpipe Calculations Q = c X I X A c = 0.45 Tc = 5 min. (see Desilting Basin Tributary Area Exhibit) 'avg ~ P6/6 hr. 1 = 7.64 in./hr. P6 = 1.9 in. (per 10 yr.-6 hr. Isopluvial) Q = 29.7 cfs 'avg ~ 0.32 in./hr h = 1 ft. PadA = 6.41 ac. Slope A = 1.37 ac. Case 1 Case 2 Total A = 7.78 ac. Q = CPh^^ Q = CA(2gh)^'^ Qavg ~ 1.10865 c:fs C = 3.0 C = 0.67 P = 9.90749 ft A = 5.52 ft^ A,= 1.2QA/s d = 3.16 ft d = 2.65 ft Vs = 0.00024 ft/sec 36" pipe min. As = 5543 sf actual As = 5655 sf il Loss Calculations RxKxLSxCxP 2.2 R =16.55(p)^ p = 1.4 R = 34.70 K = 0.24 C = 1.0 P = 1.0 Area Use % Area Length** Slope/ Grade LS*** Slope 17.6% 85 2:1 16.43 Pad 82.4% 550 2% 0.34 '* = See Desilting Basin Tributary Area Exhibit '** = Per Figure 5-5 Avg. LS = 3.17 A = 26.42 tn/yr/ac Basin Dewaterina Calculations Ao= As(2H)^" 3600(T)Cd(g)'" H= 2 ft T = 40 hr Cd = 0.6 g = 32.2 ft/sec Loss = 205.6 tn/yr = 3738 cf Ao = 0.023069 ft" = 3.32 in^ sin I - Lot 26 Desiltation Basin Calculations Qavg *" C X igyg X A standpipe Calculations Q = C X I x A c = 0.45 Tc = 5 min. (see Desilting Basin Tributary Area Exhibit) 'avg ~ Pe/d hr. 1 = 7.64 in./hr. P6 = 1.9 in. (per 10 yr.-6 hr. Isopluvial) Q = 15.5 cfs 'avg ~ 0.32 in./hr h = 1 ft. Pad A = 3.55 ac. Slope A = 0.52 ac. Case 1 Case 2 Total A = 4.07 ac. Q = CPh^^ Q = CA(2gh)^'^ Qavg ~ 0.579975 cfs C = 3.0 C = 0.67 P = 5.182967 ft A = 2.89 ft^ As = 1.2QA/s d = 1.65 ft d= 1.92 ft Vs = 0.00024 ft/sec 24" pipe min. As = 2900 sf actual As = 3655 sf il Loss Calculations = RxKxLSxCxP R=16.55(p) 2.2 p = 1.4 R = 34.70 K = 0.24 C = 1.0 P = 1.0 Basin Dewaterina Calculations Area Use % Area Length** Slope/ Grade LS*** Ao = As(2H)'" Slope 12.8% 55 2:1 13.21 3600(T)Cd(g)"' Pad 87.2% 440 2% 0.32 3600(T)Cd(g)"' '* = See Desilting Basin Tributary Area Exhibit '** = Per Figure 5-5 Avg. LS= 1.97 A= 16.38 tn/yr/ac il Loss = 66.7 tn/yr = 1212 cf H= 2 ft T = 40 hr Cd = 0.6 g = 32.2 ft/sec Ao= 0.014910 ft" = 2.15 in^ MODIFIED TYPE 'F' TYPE 'F' CATCH BASIN CAPACITY r 110 - II 10 - 9 - 8 3> UJ X o m o IlJ - 600 - 500 - 400 '- 300 . r 200 CHART I EXAMPLE 5'> e' Bo* 0*75 cfl 0/B • I5cft/ft HW f«»t.'' / (I) ./f 8 =.7- inlat (1) (S) (3) D 1.75 1.90 2J05 3.S 3.6 4.1 - 6 - 5 - 4 - I To UII icoli (2) er (3). projict horizontally te icoli (I), then UII streight inciinid lim through 0 ond 0 ieol»,or riverie oi llluitrotid. (2) r- 9 - 8 - 7 - 6 -5 - 4 - .4 (3) r- 10 - 8 - 7 - 6 - 5 - 4 .5 - .4 l- .30 35 L .35 euREi OP PUBLIC ROAOS JAN. I»63 K HEADWATER DER,THL FOR BbjKTcUirNTERtS' WITH i:NLg:SrcQNXF(bL mm 5-2! OUTLET PIPES O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) loT 23 AAAAAAAAA.A.AAAAAAA.A.AA.A. Water * ( 10.02 in.) ( 0.835 ft.) " v_ Circular Channel Section Flowrate 15.700 CFS Velocity 12.641 fps Pipe Diameter 24.000 inches Depth of Flow 10.020 inches Depth of Flow 0.835 feet Critical Depth 1.430 feet Depth/Diameter (D/d) 0.418 Slope of Pipe 2.600 % X-Sectional Area 1.242 sq. ft. Wetted Perimeter 2.810 feet AR*(2/3) 0.721 Mannings 'n' 0.011 Min. Fric. Slope, 24 inch Pipe Flowing Full 0.345 % m. O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) Water ( 8.76 in.) { 0.730 ft.) I Circular Channel Section Flowrate Velocity Pipe Diameter Depth of Flow Depth of Flow Critical Depth Depth/Diameter (D/d) .... Slope of Pipe X-Sectional Area Wetted Perimeter AR*(2/3) Mannings 'n' Min. Fric. Slope, 24 inch Pipe Flowing Full 7 600 CFS 7 331 fps 24 000 inches 8 758 inches 0 730 feet 0 985 feet 0 365 1 000 % 1 037 sq. ft 2 594 feet 0 563 0 Oil 0 081 % O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 18.00 in.) * * ' Water ^ * ( 14.52 in.) ( 1.210 ft.) * V Circular Channel Section Flowrate 17.3 00 CFS Velocity 11.325 fps Pipe Diameter 18.000 inches Depth of Flow 14.518 inches Depth of Flow 1.210 feet Critical Depth Greater than Pipe Diameter Depth/Diameter (D/d) 0.807 Slope of Pipe 2.000 % X-Sectional Area 1.527 sq. ft. Wetted Perimeter 3.346 feet AR"(2/3) 0.905 Mannings 'n' 0.011 Min. Fric. Slope, 18 inch Pipe Flowing Full 1.941 % m. O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 LOT ^S TH) Inside Diameter ( 24.00 in.) * * * * * * * AAAAAAAAAAAAAAAAAAAAA Water * ( 8.42 in.) ( 0.702 ft.) v Circular Channel Section Flowrate 30.400 CFS Velocity 30.902 fps Pipe Diameter 24.000 inches Depth of Flow 8.424 inches Depth of Flow 0.702 feet Critical Depth 1.867 feet Depth/Diameter (D/d) 0.351 Slope of Pipe 18.500 % X-Sectional Area 0.984 sq. ft. Wetted Perimeter 2.536 feet AR*(2/3) 0.523 Mannings 'n' 0.011 Min. Fric. Slope, 24 inch Pipe Flowing Full 1.293 % O'Day Consultants Inc. 2 710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 Inside Diameter ( 24.00 in.) LOT LS Water ( 10.64 in.) ( 0.887 ft.) m circular Channel Section V 29 700 CFS 22 089 fps 24 000 inches Depth of Flow 10 639 inches 0 887 feet Critical Depth 1 862 feet Depth/Diameter (D/d) 0 443 Slope of Pipe 7 500 % 1 345 sq. ft 2 914 feet AR*(2/3) 0 803 0 Oil Min. Fric. Slope, 24 inch 1 234 % r O'Day Consultants Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: (760) 931-7700 Fax: (760) 931-8680 LOT ZCD Inside Diameter ( 24.00 in.) * * AAAAAAAAAAAAAAAAAAAAA Water I * ( 9.95 in.) ( 0.829 ft.) Circular Channel Section Flowrate 15 500 CFS Velocity 12 598 fps 24 000 inches Depth of Flow 9 949 inches Depth of Flow 0 829 feet Critical Depth 1 424 feet Depth/Diameter (D/d) 0 415 2 600 % X-Sectional Area 1 231 sq. ft Wetted Perimeter 2 798 feet AR*(2/3) 0 .712 0 . Oil Min. Fric. Slope, 24 inch Pipe Flowing Full 0 .336 % SECTION 5 4 ! " r • i d M i i • . •I-I 1 : i County of San Diego Hydrology Manu^ Raurfall Isopluvials 2 Year lUiniaU Eveat-6 Hours Isopluvial (inctias) /."//A/. DPW ^GIS SGIS 431.1 Han: .Sai 1>I{B CiKOtJ! County of San Diego Hydrology Manual County of San Diego Hydrology Manual Rainfall Isopluvials infl -v^tr H«inf«ii Event - 6 Houw laapkMiil (inctias) RUNOFF COEFFICIENTS (RATIONAL METHOD) LWD USE ( a — Soil Group (I) A B C D Undeveloped .30 .33 .40 .45 Residential: Rural .50 .53 .40 . -*3 Single Famil/ .40 .43 .50 . 53 Multi-Units .45 .30 .60 . 70 Mobile Homes (2) .45 .50 .33 .65 Commercial (2) 30% Impervious .70 . 73 .80 .35 Industrial (2) 90% Impervious .80 .85 .90 .91 .VOTES; (1) Obtain soil group from maps on file with the Department of Sanitation and Flood Control. (2) Where actual conditions deviate significantly frora the tabulated imperviousness values of 30% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actuai imperviousness to the tabulated imperviousness. However, in no casa shall the final coefficient be less than 0.50. For example: Consider ccnunercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 30'i Revised C = X 0.35 = 0.5.i &1« Kre»toa and 8e»Hme»t CoBfaol HMJtwu>w TABLE 8.1 Surface Area RequiremenU ci Sediment Trap, and Basina Partida siaa, bun Settling veloci^, tt/eec (m/sec) 0.6 0.2 ai COS 0.0^ 0.01 (coanasand) (medium sand) (flnaaand) (cohna lilt) (medium silt) (iinaailt) Suifaca area requirements, ft'pwftVeee (ia*peimVeec diacharia diMJiarga) 0.006 (clay) ai9 (0.068) 0.067 (0.020) 0.02S (0.0070) 0.0062 (0.0019) 0.00O9& (0.00029) 0.00024 (0.000073) 0.00006 (0.000018) 6.3 17.9 52.2 193.6 1.250.0 5,000.0 20,000.0 (2a7) (68.7) (171.0) (636.0) (4,101.0) (16,404.0) (66,617.0) Jl^t compcd of parUclM in the 0.01- to 0.02-mm r«,ge. A surfac. are. 4 ume. iMger would ba nailed to capture 5 percent more of Sue soU A baluice between the cost-effecUvenea. of a certain baain size a^d th. deaire to capture fin. partida muat b. achi.v«l. It i. de.ir.bl. to captur.^^™ water quality problem.. However. Table 8.1 .how. that. baain would hav. toS ^(Si Z ^''''^T," '''^'^ particular da^^?d« 0 005 mm and «naller. Beoauae of the high cost of trapping ve.y «aaU particle the author, recommend 0.02 a. the deaign particle si^T for^diment b^Si except in area, with coarse soils, where a larger design particle mayS 0^2^mm particle i. classified a. a medium silt by the*^l5So3 c^as^aS: 8.2d Basin Discharge Rate The peak discharge, calculated by the rational or another approved method is with water to tha top of it. ruer and then discharge at the rat. of inflow to th. baam. A sediment b^m is not designed with a large water storage volume as k a reservoir W the inflow exceeds the design peak flow used to ske th. riser tf," overflow should discharge down an emergency spiUway. 8.2e Design Runoff Rate In the equation for surface area of a sediment baain. the discharge rate Q is » shows that the discharge rate is, to a large extent, equal to the inflow. Th! ..ser IS sized to handle the peak inflow to the basin. The authors suggest de er mining the surface area by the aoerage runoff of a IQ.year. 6-hr stTrm nstead Sediment Retention Strueti of th. peak flow. A aubstai and basin efficiency ia not a Consider a baain dengne off rate. Th. av.iase rainfd storm (Sec. 4.1f). On-, site i ideal settUng condition, thi soil (i..., 62 percent of the particle.). . If th. surface area of tb would b. roughly 3 time. Reclamation (10). 25 percei period (Fig. 4.2). Since the limeters) per hour,^ the pei percent of the S-hr totaL Si discharge rate (A i- 1.2Q/1 timM the average rate (509 flow would be about 3 times sized for th. p.ak flow woul partides with approximate cle. Since the 0.02-mm part with a settling velocity of tured. These are approximi Suppose a basin on a sit rate. For th. purpose of iU of the San Frandsco Bay i tides, by weight, greater ti 0.02 mm). A basin with a la ture the 0.01- to 0.02-mm | 67 percent of the eroded m; cent (5/62) by tripling the eflfective to size a baain^bj, basin efflciency wiU not be 3.2f Settling Depth If a basin is too shallow, w settled particles and decre grit-settling chambers at a trolled to prevent particle grit chamber (2) is: I,. '•l<Ji.v .y 1 ^BsE LS value, for foUowing dope kngths I, ft (m) Siope 90 100 lope gradient 10 20 30 40 50 60 70 80 (24.4) 90 100 atio «. % (3.0) (6.1) (9.1) (12.2) (15.2) (18.3) (21.3) 80 (24.4) (27.4) (30.5) 0.5 0.06 0.07 0.07 0.08 0.08 0.09 OM ao8 0S» aio 30:1 1 0.08 0.09 0.10 0.10 0.11 0.11 ai2 ai2 0.12 ai2 30:1 2 0.10 0.12 0.14 0.15 0.16 ai7 0.18 ai9 ai9 OM 3 0.14 0.18 0.20 0.22 0.23 0.25 0.26 0.27 0.28 029 4 0.16 0.21 0.25 0.28 aso 0J3 0J6 0.37 OM 0.40 20:1 5 0.17 0.24 0.29 0.34 0.38 a4i 0.45 a48 0.61 0.53 20:1 6 0.21 0.30 0.37 0.43 0.48 0.52 0.56 OJGO 0.64 0.67 7 0.26 0.37 0.45 a52 ass 0.64 aeo a74 a78 0.82 8 0.31 0.44 0.54 a63 &70 0.77 OJS 0.8S 0.94 OM 9 0.37 0.52 0.64 0.74 0J3 0.91 0.98 LOS Lll L17 10:1 10 0.43 0.61 0.75 a87 0.97 L06 LIS L22 1.30 1.37 10:1 IX 0.50 0.71 0.86 1.00 L12 1.22 1.32 1.41 1.50 1.58 8:1 12.5 0.61 0.86 1.05 1.22 IM 1.49 1.61 1.72 L82 1.92 8:1 IS 0.81 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.56 6:1 16.7 0.96 1.36 1.67 1.92 2.15 2.36 2.64 2.72 2.88 3.04 5:1 20 1.29 1.82 2.23 2.58 2.88 3.16 3.41 3.66 3.87 4.08 IK:1 22 1.51 2.13 2.61 3.37 3.69 3.99 4.27 4J3 4.77 4:1 25 1.86 2.63 3.23 3.73 4.16 4.66 4.93 5.27 &69 BM 4:1 30 2.51 3.56 4.36 6J03 5.62 6.16 6.65 7.11 7.64 IM 3;1 33.3 238 4.22 6.17 5.96 6.67 7.30 7.88 8.43 8.95 OAS 35 3.23 4.57 5.60 6.46 7JS 7J2 8.56 9.14 9.70 10.22 :K:1 40 4.00 5.66 6.93 8.00 8.95 9.80 10.59 11.32 1200 12.65 :K:1 45 4.81 6.80 8.33 9.61 10.76 11.77 12.72 13.60 14.42 16.20 2:1 50 5.64 7.97 9.76 11.27 12^ 13.81 14.91 16M 16.91 17.82 2:1 5fi 6.4fi 9.16 11.22 IXM 14.48 15.87 17.14 ISM 19.43 20.48 X:l 57 6.82 9.64 11.80 13.63 15.24 16.69 18.03 19.28 20.45 2L55 X:l 60 7.32 10.35 12.68 14.64 16.37 1733 19.37 2a71 21.96 23.16 )k:l 66.7 8.44 11.93 14.61 16.88 18.87 20.67 22.32 23.87 26J1 26.68 )k:l 70 8.98 12.70 15.55 17.96 20.08 21.99 23.76 26.3S 26.93 aoja 75 9.78 13.83 1&94 19.56 21J7 23.95 25.87 27J6 29J4 aoja K:l 80 10.55 14.93 18.28 21.11 23.60 25.85 27.93 29J5 3L66 33.38 K:l 85 11.30 15.98 19.58 22.61 25.27 27.69 29.90 31.97 33.91 36.74 90 12.02 17.00 20.82 24.04 26.88 29.44 31J0 34.00 afi Off 38.01 95 12.71 17.97 22.01 25.41 28.41 31.12 33.62 36.94 38.12 40.18 l.l 100 13.36 18.89 23.14 26.72 29.87 32.72 35.34 87.78 4aOB 42.24 itoiliwd bom 1.41 X »' 10.000 ( 65.41 4.56 X i + 0.066 LS >• topopiphif factor i « atope Inith. ft (m X 0.3048) I a aHpf ateapoma. m « tqmntpt dapwiiiant apon ilop* ataapnaa'i (02 for alopm < 1«, te alopat 1 to 8%. 0.4 for alapM 3.6 to 4.6X, and O.SfaralaiMa>6X) LS vaiuas Car fidlBwiog stope bogth. <, ft (m) 1 150 200 260 300 350 400 460 500 600 700 800 900 1000 1 1 (46) (61) (76) (91) (107) (122) (137) (162) (183) (213) (244) (274) (806) i ;) aio oai au ai2 012 013 0.13 013 014 014 014 0.15 0.15 0il4 ai4 ai6 016 OU 016 017 017 018 018 019 019 020 ; 0.23 0.26 026 028 02» O80 032 0.33 0.34 0.36 0.37 0.30 O40 * • .0.32 035 038 O40 042 04S 0.45 046 0.4B 051 0.54 0.55 057 > '1 0.47 0.53 068 062 066 O70 073 0.76 0.82 087 0.92 0.96 1.00 i I 0.66 a76 085 09S LOO L07 LIS 1.2Q 1.31 L42 LSI 1.60 1.69 !• ( 0.82 0i96 1J06 1.16 L26 1.84 L43 L50 L66 1.78 LOO 2.02 2.13 LOl U7 LSO L4S L54 L65 1.75 1.84 zm 2.18 2.33 2.47 2.61 L21 L40 L57 L72 L85 IM 2.10 2.22 2.48 2.62 2.80 2.97 3.13 i' 1. L44 L66 L85 iM 2.19 2J5 2.49 2.62 2.87 3.10 3.32 3.52 3.71 v-IM LM 216 2.37 2.56 Z74 2.90 3.06 3.35 3.62 3.87 4.11 4.33 IM 2.23 2.60 2.74 2J16 3.16 3.35 3.53 3J7 4.18 4.47 4.74 4.99 i 235 2.72 iM ZM ZM 3.84 4.08 4.30 4.71 5.08 5.43 5.76 6.08 •If 3.13 3.62 *M iM 4.79 6.12 6.43 6.72 6.27 077 7.24 7.68 8.09 ! 3.72 4.80 481 6X1 6.69 OOS &45 6J0 7.45 8.04 060 9.12 9.62 6U)0 6.77 6.46 7.06 7.63 8.16 8.66 9.12 6.84 &75 IM ZM ZM ZM 1012 10.67 7.21 8.83 031 lOaO 1L02 1L78 12.49 13.17 9.74 1L25 12.57 18.77 14.88 15.91 16.87 17.78 11.55 MM 14JU 16JS 17.64 18J6 2O00 2L00 9M 1079 11.64 12.24 12.90 1L68 12.62 13.49 14.31 15.08 14.43 15.58 16.66 17.67 18.63 19.48 21.04 22.48 23.86 85.15 28.10 24J6 26.67 28.29 29.82 12.62 14.46 1606 17.70 18.12 2044 21.68 22J6 15.60 17.89 2O01 2L91 23.67 25J0 26.84 28.29 18JB8 81.60 84^18 MM MM 8040 aSJM MM 2L83 2SL21 2018 3087 83.84 3065 S7J1 89.85 MM 38.97 8849 86.48 8088 40.97 48.46 46.80 J&M 27J>4 2BS1 3067 32.32 3099 83.48 35.79 87J)6 .40.01 87.28 40.32 42.99 45.60 48.07 43.66 47^6 5041 53.47 56.36 5018 64.20 67M 61.45 64.78 26.40 8048 8408 87J8 4082 43J0 45.72 4019 32.74 8060 4O10 43J1 4090 4011 6L77 32.68 87.74 4209 4022 4082 53.87 5060 6066 34.77 4015 4180 4017 53.11 5078 60.23 6048 37.87 43.73 4&80 68^6 57.85 6L85 65.60 6015 62.79 57.02 6096 64.66 6&15 6071 61.25 65.48 69.45 73Jil 6036 7060 75.47 8005 84.38 69.54 7012 8O80 85.17 89.78 75.75 8L82 87.46 92.77 97.79 4088 47J0 52.77 57.81 62.44 6075 7O80 74.63 81.76 8&31 94.41 10013 105.55 43.78 6056 66.51 6L91 6087 7L48 75.82 79.92 87.55 94.57 101.09 107.23 118.03 46.66 53.76 6O10 65.84 7LU 7O02 806S 84.99 9011 100.57 107.51 114.03 12020 49.81 66.88 68.68 68.69 7&17 8086 8&88 89.84 9042 10030 118.64 120.54 IZIM 5L74 6074 6079 78.17 7O03 84.48 8061 84.46 103.48 11L77 119.48 12&73 133.59 cm Sampl9 Soil Lorn Calcutation; SttpityStep Procedure 1. Determine the R factor. 2. Boiwl on aoil sample particle size anolysio, determine th. Jf value from the nomagraph (Fig. 5.6). Rep.at if you have more than on. loU aompl.. 3. Divid. the site hito sections of unifonn slope gradient and length. Assign an LS valu. to rach section (Table 6.5). 4. Choose the C valua(a) to represent a aeaaonal average of th. eifect of mulch and vegetation (Table 5.6). 5. Sst the P factor boaad on th. final grading practic applied to th. slooea (Table 5.7), 6. Multiply ths flvs factors togsthcr to obtain per acr. aoil loia. 7. Multiply soil lose per acr. by tha aerssgs to find th. total volum.. of 8.dim.nL If tha soil loM pr.diction shows sxceaaive vohun. loat from ths sits, conaider' (a) working only a portion of the ait. at ono tim., (b) altering th. alop. length and gradient, or (c) incraaaing mulch application rat. or s.«ling. APPENDIX RANCHO CARLSBAD CHANNEL & BASIN PROJECT (Job Number 13182) June 30, 1998 Prepared for: City of Carlsbad 2075 Las Palmas Drive Carlsbad, Califomia 92009-1576 Dennis CTIgb^fHhg, M.S. R.C.E. #32838 Exp. 6/02 Prepared By: Rick Engineering Company Water Resources Division 5620 Friars Road ;an Diego. Califomia 92110-2596 ':-:19) 291 0707 ^^^^H Introduction This report has been prepared to summarize the hydrologic and hydraulic studies conducted by Rick Engineering Company for tiie City of Carlsbad as part of the Rancho Carlsbad Channel and Basin Project Rancho Carlsbad Mobile Home Park (RCMHP) is located north of El Camino Real midway between College Boulevard and Tamarack Avenue. See the Vicinity Map on the next page. RCMHP contains portions of both Agua Hedionda and Calaveras Creeks. Agua Hedionda Creek flows westerly through die southem portion of RCMHP. Calaveras Creek flows soulliwesterly along the northem property boundary. Calaveras Creek confluences with Agua Hedionda Creek within RCMHP approximately 300 feet upstream of El Camino Real. The Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) shows that a large portion of RCMHP is inundated by the lOO-year storm. See the FIRM in Map Pocket 1. The purpose ofthis study is to provide recommendations for minimizmg the lOO-year flooding in RCMHP. These recoinmendations include upstream detention basins to decrease the peak flow and on-site creek improvements to increase the creek capacities. Hydrologic Methodology Hydrologic analyses were prepared to determine the 100-year peak discharge within RCMHP and to analyze proposed detention scenarios. Two hydrologic analyses using the U. S. Army Corps of Engineers' HEC-1 flood hydrograph program are included in this report. The first analysis modeled the existing detention facilities and ultimate development. Ultimate development was assumed in order to account for the maximum anticipated discharge in the watershed. The results of the first analysis confirmed that the creeks in RCMHP are inadequate to convey the lOO-year rTT- " " ~~~~ DCB.MDL:emn/Repoit/M3182.001 Prepared By: _ i mm\m Rick Engineering Company - Water Resources Division i u//ui/vo storm Therefore, additional analyses were performed in order to study detention scenarios. The HEC-1 analysis containing the most desirable detention scenano is mcluded m this report and is based on the existing and four proposed detention facilities and ultimate development within the entire watershed. The HEC-1 input and methodology are discussed below. The HEC-1 results are discussed in the following section. Prior to preparing the HEC-1 input, previous studies (listed in "References") for RCMHP were reviewed and site visits were performed. The site visit objectives were to verify the watershed bovmdary and major flow paths of both Agua Hedionda and Calaveras Creeks, detemiine existing detention locations, and review proposed detention locations. Prior to the site,visits, the watershed boundary and flow paths were delineated on the United States Geological Survey's (USGS) quadrangle maps. The watershed was divided into sub-basins in order to obtain peak flows at f-^^ existing and proposed detention facility locations and at locations listed in the current Flood Insurance Study. The watershed boundary, flow paths, and sub-basin boundaries were verified during the site visits and adjusted appropriately. See Map Pocket 2 for the RCMHP watershed boimdary map. During the site visits, existing detention facilities such as dams and road embankments were noted. Two dams exist within the RCMHP watershed: Calaveras and Squires. Of these two, only Calaveras dam provides significant detention. It is located within Calaveras Creek and detains the upstream creek flows. On the other hand, Squires Dam is located at the upper end of a drainage basin and provides minimal detention. The plans for Calaveras Dam were obtained firom the Division of Safety of Dams (DSOD) and the outlet works and storage capacity were modeled in the hydrologic analyses. v; rs ~" "—' ~" DCB:MDL:emiL'RL-port/M31S2.001 PreparedBy: *^ n7/ni/g< Rick Engineering Company - Water Resources Division -> u//ui/:/a Furthemiore, the following road embankments were identified as potential existing detention facilities: Business Park Drive (south of Park Center Drive), Sycamore Avenue (north of Grand Avenue), Shadowridge Drive (north of Antiqua Drive), Mekose Drive (north of Cannon Road), and Mekose Drive (south of Aspen Way). As-built plans for these road crossings were obtained firom the appropriate agencies. The culverts and storage capacities of the Sycamore Avenue, Shadowridge Drive, and Mekose Drive (Cannon Road) facilities were modeled in the hyckologic analyses. The Business Park Drive and Melrose Drive (Aspen Way) crossings were not modeled because the culverts at these locations are large enough to convey most ofthe upstream flows with minimal detention. Two main criteria were considered in selecting potential proposed detention basin sites. First, the facilities listed in the Master Drainage Plan were considered. Second, existing or proposed road crossings were considered. Detention basin construction at road crossings provides several benefits. Road crossings create a natural location for detention. They are cost-effective because the road embankment is used for detention. They do not create a significant increase in environmental impacts. The above-mentioned sub-basins and detention facilities were modeled in the HEC-1 program. The program parameters include sub-basin area, rainfall distribution, lag time, and curve number. These parameters were determined as follows: The sub-basin area was obtained firom the USGS watershed boundary map. The rainfall distribution was based on storm duration and frequency, as well as the sub-basin's geographic location. The lag time was based on sub-basin characteristics such as topography, basin shape, vegetative cover, existing development, and stomi duration. Both rainfall distribution and lag time were generated by utilizing the criteria outlined in PreparedBy: ~ " DCB:MDL:ema'Report/J-131 S2.001 Rick Engineering Company - Water Resources Division 4 07;01,98 the County of San Diego Hydrology Manual. Curve numbers are a fimction of land use and soil type. The land use coverages were obtained firom the City of Carlsbad's Geographic Information I System (GIS). The land use was revised slightly in three locations according to a December 12,1997 exhibit from the City of Carlsbad. In open space areas, land use was based on vegetative cover estimates obtained from the Soil Conservation Service's (SCS) San Diego County Soil Interpretation Study Ground Cover maps, as well as field observations. The soil type coverages are delineated on the SCS's Soil Survey maps. These coverages were obtained from the San Diego Association of Govemments (SANDAG) in digital format. Once the land use and soil types were established, the curve numbers were then calculated using the method outlinal in tfie San Diego County Hydrology Manual. The curve number, lag time, rainfall distribution, arid area for each sub-basin were generated and input into the HEC-1 program. The HEC-1 program then computed the runoff hydrograph and peak discharge for each sub-basm. The existing detention facilities were modeled in tiie first HEC-1 analysis, while both existing and proposed detention facilities were modeled in tiie second HEC-1 analysis. i I il Hydrologic Results j t Xhe results ofthe two aforementioned HEC-1 analyses for RCMHP are discussed below. For the first HEC-1 analysis, which modeled the existing detention facilities and ultimate development, botii six- and 24-hour, lOO-year storms were simulated. The 24-hour storm resulted li In higher peak flow discharges at RCMHP for both creeks, tiius it was used in all subsequent analyses. I I _—-—rsr:— -— DCB:MDL:emn/Report/J-13182.001 Prepareauy. • • S n7;fii;08 Rick Engineering Company-Water Resources Division J u//ui/ya (;C~ Appendix 1 contains the lOO-yeatr, 24-hour HEC-1 analysis for the RCMHP watershed witii tiie existing detention facilities and ultimate development. The second HEC-1 analysis modeled botii existmg and proposed detention facilities and ultimate development. Several proposed detention scenarios were investigated and it was determined that the most feasible scenario was the combination of four detention basins, all located at proposed road crossings. Two of the proposed detention facilities are listed m die 1994 Master Drainage Plan as Detention Basins BJB and BJ. these facilities are located immediately upstiream of RCMHP Ul Calaveras Creek. Both ofthe distention basuis were designed as flow-by facilities. A flow-by facility detams the higher creek flows, while allowing lower flows to pass through the basin relatively undetained. The other two detention basins are fiirther upstream in Agua Hedionda • Creek at the proposed road extensions of N^elroise Drive (south of Aspen Way) and Faraday Avenue. Both of the Agua Hedionda detention basins are flow-through types where all of the creek flow is detained. All proposed detention facilities were designed to be outside DSOD's jurisdictional limits, i.e., less than 50 acre-feet of storage volume and less than 25 feet high. Appendix 2 contains the HEC-1 analysis ofthe lOO-year, 24-hour storm for the RCMHP watershed with both existmg and proposed detention facilities and ultimate development. Table 1 summarizes the results of both HEC-1 analyses. The table shows that with the proposed detention basins, die peak discharge at RCMHP decreased by approximately 10 to 15 percent. Preliminary design of die proposed detention facilities are discussed below. Prepared By; ~~ r OCB:MDL:emn,Report/M3182.00l Rick Engineering Company - Water Resources Division O 07/01/98 Table 1 Comparison of 100-year, 24-hour Peak Flow Discharges with Existmg Detention FaciUties and with Both Existhig and Proposed Detention Facilities Ultimate Development Rancho Carkbad Mobile Home Park Creek , Fe9l(IHs«h«ni5«wi(li CalaverasCreek 1,910 1,550 Agiia Hedionda (upstream of confluence with CalaverasCreek) 8,050 7,600 Agua Hedionda (downstream of confluence witii CalaverasCreek) 9,950 8,970 * cfs = cubic feet per second Prepared By: Rick Engineering Company - Water Resources Division DCB:MDL:emn/Report/M 3182.001 07/01/98 pjeliminary designs were performed for each proposed detention facility to determme tiie ^ outiet works requked to achieve maximum detention, while maintaining tiie height and storage volume below DSOD jurisdictional lunits. The prelkmnary design of each detention facility and tiie results for each detention facility design are described below. The most upstream proposed detention facility in Agua Hedionda Creek is at Mekose Drive. This facility will be a flow-tiirough detention basin. Mekose Drive mns nortii-soutii and currentiy ends just soutii of Aspen Way near tiie Carlsbad Corporate boundary. Futiure plans call for tiie extension of Melrose Drive to Palomar Auport Road. An existing reinforced concrete box (RCB) culvert conveys flow under Mekose Drive and is 10 feet wide by 7 feet high. The existmg Mekose Drive embankment provides minunal detention because oftiie RGB's large capacity. Hydrologic calculations show tiiat a 36-inch diameter openmg at tiiis location will detam tiie peak flow discharge from approxunately 450 cubic feet per second (cfs) to 180 cfs. There are two altematives for creating die 36-inch openmg. One is to replace die existing culvert witii a 36-inch RCP and tiie otiier is to constmct a concrete bairier at tiie mlet witii a 36-inch diameter opening. The resultant storage volume and ponded water surface elevation (WSEL) witii tiie new outiet works will be approxunately 41 acre-feet and 329 feet, respectively. This will create an inundation area of approximately seven acres. The estimated outiet velocities for tiie first and second altemative will be 25 and 13 feet per second (fps), respectively. The velocity under the first altemative is greater tfian die maximum desired velocity of 20 fps. The velocity calculation assumed that the proposed 36-inch RCP was constructed at tiie slope of the existing culvert, which is one percent. If this altemative is selected, the final culvert design should analyze methods for reducing the outiet velocity, such as placing the culvert at a flatter slope or using multiple small diameter culverts. A DCB:MDL:emn/Report'M3182.001 PreparedBy: . . o 07/01/98 Rick Engineering Company - Water Resources Division o c ^^^^conceptiial plan for tiie second altemative is mcluded m Map Pocket 3. The otiier detention facility proposed for Agua Hedionda Creek is tiie Faraday Avenue flow- tiirough detention basin. Cunrentiy, Faraday Avenue runs east-west and ends at Orion Stireet. The extension of Faraday Avenue to Park Center Drive in tiie city of Vista is plarmed as part of Carlsbad Oaks Nortii Busmess Park. The hydrologic calculations and prelkmnary design in tiiis report were based on tiie proposed embankment and topographic mformation shown on tiie Tentative Map for Carlsbad Oaks Nortii Business Park by O'Day Consultants, dated April 6,1998. The calculations show tiiat a smgle 6-foot wide by 7-foot high RCB culvert will detam approxunately 49 acre feet of storage volume and will pond up to an elevation of 240 feet. The mundation area will be approxunately seven acres. The lOO-year peak discharge of 1,050 cfs entering tiie detention basin wUl be defamed down to approxunately 780 cfs. The approxunate calculated outiet velocity will be 19 fps. A conceptual plan for tiiis detention facility is mcluded ui Map Pocket 4. The two proposed detention facilities in Calaveras Creek are located just upstream of RCMHP and were designed as flow-by basms. The first facility. Detention Basin BJB, is located north of RCMHP at tiie proposed College Road extension and west oftiie proposed Cannon Road extension. College Boulevard currentiy ends at El Cammo Real. North of RCMHP, tiie proposed College Boulevard extension nms roughly east-west. College Boulevard intersects the proposed Cannon Road extension at tiie northeast comer of RCMHP. Cannon Road currently ends east of Interstate 5 at Paseo Del Norte. The proposed Cannon Road extension alignment will be parallel to Calaveras Creek and unmediately north of RCMHP. The detention basm design consists of an earthen embankment, outiet works, and a small berm. The embankment will have a 10-foot top width and a 76-foot crest elevation with 2:1 (horizontal:vertical) side slopes. The outlet works DCB:MDL:emn/Report/J-13182.001 PreparedBy: ... n 07/01/98 Rick Engineering Company - Water Resources Division y ^ ^ consistofasmglel0-footwideby7-foothighRCBanda48-inchRCP. The48-mchRCPjomstiie ^ RCB downstream oftiie embankment. The RCB tiien extends to Calaveras Creek. An emergency spillway is also provided. The small benn will nm parallel to tiie creek for approxunately 1,200 feet. The berm wiU have an approximate 74-foot crest elevation, 10-foot top widtii, 2:1 (horizontal:vertical) side slopes, and a wek section. The wek section, located near tiie embankment, will allow flow to enter tiie basm at an approxunate WSEL of 73 feet Hydrologic calculations show tiiat witii tiie outiet works described above, a storage volume of approxunately 49 acre feet will be attamed. The resultant ponded WSEL will be approxunately 75 feet and tiie mundation area will be approximately 15 acres. The peak discharge of 1,570 cfs entering the basin wUl be defamed down to UOO cfe. The approxunate outiet velocity will be 19 fps for tiie RCB. See Map Pocket 5 for a copy oftiie conceptiial design of Detention Basm BJB. The otiier Calaveras Creek detention facility. Detention Basm BJ, is located northeast of RCMHP at tiie proposed College Boulevard extension and east of tiie proposed Cannon Road extension. The earthen embankment Avill have a crest elevation of approximately 81 feet a top widtii of 10 feet and 2:1 side slopes. An emergency spillway will be provided. Approxunately 600 feet of channel improvements upstream of tiie proposed embankment are necessary. The channel improvements include gradmg the creek as follows: Trapezoidal-shaped grass-lined channel witii a 3-foot bottom widtii, 4-foot deptii, and 2:1 side slopes. The hydrologic calculations showed that a 6-foot wide by 3-foot high RCB would detain tiie peak flow of 670 cfs down to approxunately 350 cfs. The inundation area is approximately eight acres and tiie ponded WSEL is approximately 76 feet. The detention basin stores approximately 48 acre feet of water. The calculated outiet velocity will be approximately 19 fps. See Map Pocket 6 for the conceptual plans for Detention Basin BJ. DCB:MDL:emn/Report/M3182.001 PreparedBy: ..... IQ 07/01/98 Rick Engineering Company - Water Resources Division c As discussed above, witii tiie addition of tiie proposed detention facilities, the peak disciiarge at RCMHP is decreased by approxunately 10 to 15 percent. All four of tiie proposed detention facilities were designed to fall below DSOD's jurisdictional lunits. Also, all tiie facilities are located at existmg or proposed road crossings and at least one foot of freeboard is mamtamed at tiie road embankments. The results are summarized m Table 2, which contakis results such as outlet works, velocity, peak flow discharge mto and out oftiie basm (Q^ and QJ, storage volume, ponded WSEL, and surface area. Prepared By: ... Rick Engineering Company - Water Resources Division 11 DCB:.MDL:cmn/Report/M3182.1)01 07/01/98 Table 2 Summary of Proposed Detention FaciUties Rancho Carlsbad Cljannel and Basin Project lOO-year, 24-hour Storm Event Prepared By: Rick Engineering Company - Water Resources Division 12 DCB:MDL:eimi/Repoit/M3182.001 07/01/98 Hydraulics Hydraulic analyses were performed to detennme tiie amount of silt removal and re-gradmg required to mmimize tiie lOO-year floodmg at RCMHP. In order to effectively analyze flood levels in botii Agua Hedionda and Calaveras Creeks, tiie U.S. Army Corps of Engmeers HEC-2 Water Surface Profiles program was used. The program is intended for calculating WSELs for steady gradually varied flow mnatiiral or man-made chamiels. The effects of various obstructions such as bridges and culverts may be considered in tiie computations. The program also has capabilities available for assessing tiie effects of channel improvements. The mput parameters were based on channel and overbank roughnesses, lOO-year discharge, downstream WSEL, and topography. The channel and overbank roughnesses were determmed by field observations. The lOO-year discharge was obtauied from tiie HEC-1 analysis in Appendix 2 modeling botii existing and proposed detention facilities. The downstream WSEL was estimated in tiie HEC-2 analysis by usmg tiie slope-area metiiod. FEMA-approved HEC-2 cross-sections for the area downstream of tiie site were included in tiie analysis. The lOO-year discharge for the downstream area was obtained using tiie split-flow analysis from tiie Flood Insurance Study. The existing topography was based on June. 1995 topographic maps by Manitou Engineering. The topography was used to prepare cross-sections of botii creeks, as well as tiie overbank areas. Since prior sUidies showed that tiie creeks were under-capacity, the original grading plans for RCMHP were obtained and modeled in the HEC-2 analysis by using the channel improvement option. The original grading plans were prepared October 15,1969 and approved by the City on March 24,1971. The original design consisted of a trapezoidal chamiel vvith an overall length of approximately 1.2 miles and included both Agua Hedionda and Calaveras Creeks within Prepared By: _. . . Rick Engineering Company - Water Resources Division RCMHP. The side slopes were 2:1 (horizontal:vertical) and tiie approximate bed slopes were 0.15 ^ and 0.30 percent in Agua Hedionda Creek and Calaveras Creek, respectively. The bottom widtii of Agua Hedionda Creek varied from 58 feet at tiie El Camino Real bridge to 44 feet upstiream of tiie confluence. The approxunate channel deptii was 11.5 feet The bottom widtii and channel deptii of Calaveras Creek were four feet and rnne feet respectively. A HEC-2 analysis was performed based on tiie origmal design. The HEC-2 results showed tiiat a large portion of RCMHP remamed mundated by tiie 100-year flood. In order to mcrease channel capacity, additional channel unprovements were modeled m tiie HEC-2 analysis for tiie downstream sections of botii creeks. At tiie El Cammo Real bridge, tiie bottom widtii was widened to 87 feet Witiun tiie next 1.400 feet upstiream oftiie bridge, tiie bottom widtii tiien tapered down to tiie origmal design bottom widtii of 44 feet m Agua Hedionda Creek and four feet m Calaveras Creek. The results oftiie hydraulic stiidy are contamed m Appendbc 3. The results are also depicted on tiie RCMHP lOO-year Floodplam Map m Map Pocket 7. The map shows tiiat witii tiie proposed detention facilities and channel unprovements discussed above, a majority of RCMHP will be outside of die 100-year floodplain. Maintenance Plan This Maintenance Plan contains maintenance requirements for Aqua Hedionda and Calaveras Creek witiiin RCMHP. This plan also contains requkements for tiie four upstieam detention basms. It is vital that the creeks and detention basins be maintauied on a regular basis to ensure an eptable level of flood protection for RCMHP. It is recommended tiiat the maintenance described acc' . ~ DCB:MDL:emn/Report/J-i JI o^.OUl PreparedBy: ^. . . 14 07/01/98 Rick Engineering Company-Water Resources Division it below be perfonned annually prior to tiie rainy season and after any storm event exceedmg tiie 10- ^ yeai peak discharge. Aqua Hedionda and Calaveras Creek must be mamtalned to prevent adverse siltation m each creek. Siltation will reduce tiie flow capacity oftiie creeks and mcrease tiie likelihood of mundation witiim tiie mobile home park. The first step is to devise a system for monitoring tiie silt level m each creek This can be done usmg metal posts witii markkigs placed sbc mches apart. The posts should be placed vertically m each creek at intervals not exceeding 500 feet The posts should extend at least two feet above tiie creek bed and must be embedded deep enough so tiiat tiiey wiU not be moved by large creek flows. A geotechnical engineer should be consulted for tiie requked embedment deptii. Once tiie posts are mstalled, tiie silt level can be easily monitored by mamtenance personnel. As tiie silt level reaches one foot tiie siU should be removed by maintenance crews to the design elevations. The topographic maps have been reviewed to detemikie tiie siltation tiiat has occurred in botii creeks over tiie past few years. The design oftiie creeks witiiin tiie mobile home park is shown on tiie grading plan for RCMHP approved March 24.1971. The creek bed elevations on tiie grading plan served as the base elevations m determming tiie amount of siltation in each creek. A comparison oftiie grading plan witii a June 1995 topographic map mdicates that tiie silt in Aqua Hedionda and Calaveras Creek raised the creek beds as much as seven and five feet, respectively. Therefore, siltation has occurred in Agua Hedionda and Calaveras Creek at a rate of up to 0.3 and 0.2 feet per year. Using these rates and an acceptable silt level of one foot indicates tiiat portions of the creeks could require maintenance approximately once every three to five years. It is important to point out that this is a rough approximation because the creek sikation will depend on the DCB:MDL:cmn,Report/J-U 182.001 PreparedBy: ^. . . 15 07/01/98 Rick Engineering Company - Water Resources Division " ... . frequency and magnitude of firture storm events. It is likely tiiat futiire stonn events will not mknic past events. Additionally, it is possible tiiat maintenance has been perfonned on tiie creek between 1971 and 1995, which would affect tiie calculated sUtation rates. Mamtenance is also requked at each oftiie four detention basms. Mamtenance wUl mvolve keeping tiie entrance to each oftiie detention basm outiet facilities free from silt Silt should be removed from an entrance once tiie silt level reaches sbc mches above tiie entirance's flowline elevation. The amount of deposition should be easy to detennme smce each outlet facility is a known size. The silt should be removed a distance of 10 feet upstream oftiie faciUties entirance. This WiU have mmunal enviromnental knpacti, and wiU restore tiie capacity oftiie outiet facility. The maintenance steps described above are essential for protection of RCMHP. The nmntenance must be perfonned routinely by quaUfied persomiel and a sufficient budget should be established for tiie mamtenance. If any questions arise during die maintenance, a professional engmeer specializmg ki water resources should be contacted. Environmental Issues The envkonmental issues associated witii tiie Rancho Carlsbad Channel & Baski Project have been addressed by the envkomnental consultant RECON. and are summarized below. In regards to tiie on-site chamiel sik removal and improvements, it is likely tiiat no enviromnental mitigation wiU be necessary. In regards to tiie four proposed detention facflities, the direct impacts, mitigation requirements, and potential kidkect enviromnental impacts are listed by habitat type m Tables 3,4, and 5, respectively. Direct unpacts are from embankment constiuction. As mentioned above all ofthe embankments are within footprints of fiitiire roadways. Mitigation requirements PreparedBy: _. . . Rick Engineering Company - Water Resources Division Appendix 1 I 100-year, 24-hour HEC-1 Analyst^ for Rancho Carlsbad Mobile Home Park Ultimate Development with Existing Detention Basins (File Name: rcmh24r.hcl) Prepared I5> • Rick Fnjinccrir.u '.".)in ' iiv, • W uor I'l: ii.ion "!)CM:.MUI.:;mr. l<.;p'Vt J-13!X2.')r.| RUNOFF SUWMARY FLOW IN CUBIC PEET PER SECOtm TIME IN HOURS, AREA IM SQUARE MILES OPERATION STATION PEAK FLOW TIME OF PEAK -^A'EPAGE FLOW FOP. M-^JCIIIUM PERIOD 6-HOtre 24-HOUR 72-HOUR HYDROGRAPH AT BSNBCl 2744. 10.58 ROUTED TO RTBC2 ROUTED TO HYDROGRAPH AT 2 COMBINED AT ROUTED TO HYOROGRAPH AT 2 COMBINED AT HYDROGRAPH AT ROtJTED TO 2 COMBINED AT ROUTED TO HYDROGRAPH AT ROUTED TO ROUTED TO HYDROGRAPH AT 3 COMBINED AT ROUTED TO ;i\TjROGRAPH AT RTBCS BSNBC3 BC2&BC3 RTBC4 BSNBC4 BC3&BC4 AHl DETSYC BC&AHl RTAH2 AH3 DETSHADO RTAH2 AH2 AHl-3 SBC AH2-AH7 2743. 10.58 HYDROGRAPH AT BSNBC2 357. 10.00 2 COMBINED AT BC16BC2 3043. 10.50 3028. 10.58 749. 10.00 3683. 10.50 3649. 10.SS 184. 10.00 3798. 10.50 1802. 10.17 1786. 10.25 552S. 10.50 523S. 10.75 51S. 10.00 460. 10.17 457. 10.50 787. 10.00 6311. 10.58 6198. 10.67 ::G. 10.CO 1453. 1453. 168. 1619. 1619. 353. 1969. 2052. 881. 2931. 2892 . 243. 243. 3489. IDS. 598. 597. 69. 666. 664. 145. 809. 840. 363. 362. 1202. 1185 . 100 . 100 . 576. 575. 66. 642. 640. 140. 779. 776. 33. 309. 349. 349. 1158. 1141. 96. 36. 1381. E.'VSIN AREA 4.34 :iAXi:-nj;-s STAGE 4.34 , 404.02 .55 4.89 4.89 1.18 6.07 6.38 2.83 2.83 9.21 9.21 .83 11.45 . 70 385.09 S.07 361.74 .31 351.95 .83 321.26 Tinte OF MAX STAGE 10.58 10.58 10.58 10.25 10.50 ;.OUTSD TC AH-)-AH5 •116. 10.OO 77 . 360.27 1.0.00 2 COMBINED AT COMBINB 1290. 10.08 664. 274. 264. 2.35 ROtTTED TO AH6-7 HYDROGRAPH AT AHB ROUTBD TO AH8-7 HYDROGRAPH AT AH7 ROl]TED TO AH7-AH9 AH9 HYDROGRAPH AT 2 COMBINED AT COMBINB ROtJTED TO AH9-10 HYDROGKAPH AT AHIO 2 COMBINED AT COMBINB ROUTED TO AHIO-RCA HYDROGRAPH AT RCA 3 COMBINED AT COMBINB HYDROGRAPH AT Cl ROUTED TO DBTNMBI.R ROUTED TO HYDROGRAPH AT C1-C2 ca ROtJTED TO DETCALA ROUTED TO C2-C3 HYDROGRAPH AT C3 HYDROGRAPH AT C4 ROUTED TO HYDROGRAPH AT C3i-RCC RCC 1266. 10.25 177. 10.00 174. 10.00 512. 10.08 4 COMBINED AT COMBINB 7995. 10.58 7663. 10.83 500. 10.08 7987. 7874. 338. 8025. 8025. 10.75 10.93 10.00 10.93 11.00 54. 10.90 8049. 11.00 531. 10.00 528. 10.00 373. 10.67 1545. 10.25 2 COMBINED AT COMBINE 1890. 10.25 1401. 11.00 1373. 11.17 448. 10.00 2 COMBINED AT COMBINE 1560. 11.08 667. 10.08 2 COMBINED AT COMBINE 1896. 10.67 1876. 11.08 73. 10.00 2 COMBINED AT COMBINE 1906. 11.03 664. 83. 83. 240. 4455. 4443. 235. 4671. 4669. 156. 4815. 4815. 24. 4838. 249. 249. 236. 761. 992. 748. 745. 209. 876 . 315. 1153 . 1153 . 1183 . 273. 34. 34. 98. 1831. 1831. 96. 1916. 1997. 64. 2060. 2058. 10. 2068. 102. 103. 99. 311. 293. 291. 85. 377. 129. 505. 503 . 14 . 2S3. 33. 33. 94. 1764. 1754. 93. 1846. 1941. 61. 2002. 1997. 10. 2007. 98. 9S. 95. 300. 395. 282. 281. 82. 363. 124. 487. 485. 2.35 .31 .31 1.12 15.33 15.23 1.00 16.33 16.33 3.59 4.41 1.24 5.65 5.65 .15 5 .30 161.74 160.24 103.49 49.72 .66 4.6.89 16.89 .11 17.00 .87 .87 .87 3.59 3.59 218.82 335.95 241.02 100.25 46.63 10.25 10.00 10.83 11.00 10.00 10.67 11.00 11.17 11.08 2 COMBINED AT COMBINE 9948. 11.00 6018. 2585. 2S0S . 22 .80 Appendix 2 lOO-year, 24-hour HEC-1 Analysis for Rancho Carlsbad Mobile Home Park Ultimate Development with Existing and Proposed Detention Basins (File Name: rccbpr.hcl) r-5 — ~ DCB:MDL:emn/Report/M3182.001 Prepared By: . . mmi/o» Rick Engineering Company - Water Resources Division u//ui/^s HYDKOGRAPH AT AH6 549. 10.00 261. 108. 104. .91 m 3 COMBINBO AT COMBINB ROUTED TO DETNFARA ROtJTED TO HYDEiOGRAPH AT ROUTED TO HYDROGRAPH AT AH6-7 AH8 AH8-7 AH7 4 COHBIMBO AT COMBINB ROUTED TO HYIXUXSRAPH AT AH7-JU19 AH9 ROUTED TO HYDROGRAPH AT AHIO 3 COMBINED AT COMBINB ROUTED TO HYDROGRAPH AT AHIO-RCA RCA HYDROORJIPH AT ROUTED TO ROtTTBD TO HYDROGRAPH AT Cl DETNMEUl C1-C2 C3 2 COMBINED AT COMBINB ROUTBD TO ROtTTBD TO HYDROGRAPH AT DETCALA C3-C3 C3 2 COMBINED AT COMBINE ROUTED TO HYDROGRAPH AT ROUTED TO DETNBJB C4 DETNC4 1053. 10.08 777. 10.83 775. 11.00 177. 10.00 174. 10.00 513. 10.08 7531. 10.67 7236. 10.93 500. 10.08 2 COHBIMBO AT OXIBINB 7533. 10.83 AH9-10 7443. 11.00 338. 10.00 7594. 11.00 7581. 11.08 54. 10.00 3 COMBINED AT AOtJA 7603. 11.00 531. 10.00 528. 10.00 373. 10.67 1545. 10.35 1890. 10.35 1401. 11.00 1373. 11.17 448. 10.00 1560. 11.08 1196. 11.92 667. 10.08 352. 11.00 609. 606. 606. 83. 83. 340. 4404. 4393. 235. 4618. 4615. 156. 4759. 4759. 24. 4783. 349. 249. 236. 761. 992. 748. 745. 209. 876. 876. 31S. 297. 274. 273. 273. 34. 34. 98. 1831. 1820. 96. 1916. 1996. 64. 2060. 20SS. 10. 2068. 102. 102. 99. 311. 411. 393. 391. 85. 377. 377. 129. 129. 263. 263. 33. 33. 94. 1764. 1753. 92. 1845. 1940. 61. 2002. 1997. 10. 2O07. 98. 98. 95. 300. 395. 282. 281. 83. 363. 363. 124. 124. 2.35 263- a.35 240.33 X0.83 11.00 3.35 161.06 .31 •31 160.24 1.13 15.23 15.23 1.00 16.23 '16.23 .66 16.89 16.89 .11 17.00 .87 .87 .87 2.72 3.59 3.59 4.41 4.41 1.24 1.24 103.30 49.52 335.95 341.03 218.83 3.59 100.35 .83 74.77 76. 19 10.00 10.92 11.08 10.00 10.67 11.00 11.17 11.92 11.00 2 COMBINED AT COMBINE 1532. 11.83 1163. 505. 487. 5.65 RICK ENGINEERING i. COMPANY .San DieKU Riverside Orange • Phoenix • Tucson H tilcr Itc.soiirct's Division Febraary 11,2004 Mr. Glen Van Peski GVP Consultants 3764 Cavern Place Carlsbad, Califomia 92008-6S8S SUBJECT: CHANGES TO OUTLET STRUCTURES AT PROPOSED MELROSE AND FARADAY DETENTION BASINS (RICK ENGINEERING COMPANY JOB NUMBER 13182-D) Dear Mr. Van Peski: Rick Engineering Company has completed revisions to the hydrologic analysis for the watershed tributary to Agua Hedionda Creek witiiin the Rancho Carlsbad Mobile Home Paric in the City of Carlsbad, Califonua These revisions resulted in changes to the geometry ofthe outlet stmctuies at the proposed Melrose and Faraday detention basins. This letter specifies the revised geometry of each outlet stmcture. Modifications to die HEC-1 hydrologic model included die following: • Basin factors were reevaluated and changed appropriately based on the impact of new environmental regulations and thek restrictions on the ultimate development of the watershed. Lag times were recalculated based on the modified basin factors. • Manning's roughness coefGcients in die stream routing were reevaluated and modified in the HEC-1 where appropriate based on the impact of new environmental regulations and their restrictions on the ultimate development in the watershed. • The storage routing rating curve for the proposed Melrose detention basin was revised based on the grading plans tided "Carlsbad Raceway" Project No. C.T, 98-10, Drawing No. 409-1 A, Sheet 4 of 14, dated September 2002. • The storage routing rating curve for the proposed Faraday detention basin was revised based on the grading plans titled "Carlsbad Oaks North El Fuerte Street" Project No. C.T. 97-13, Drawing No. XXX-XA, Sheet 3 of 7, dated April 2003, and grading plans titled "Carlsbad Oaks North Faraday Avenue" Project No. C.T, 97-13, Drawing No. XXX-XA, Sheets 9 and 10 of 19, dated March 2003. Mr. Glen Van Peski Febraary 11,2004 Page 2 The geometry of the Melrose outlet strachire was specified on die above-mentioned plans as a 36" reinforced concrete pipe (RCP) placed within the existing 10'x7' reinforced concrete box (RCB). The RCP would mamtain tfie existing flowline elevation, and a concrete wall would be constracted to block the void. The modified geometry consists of an orifice plate with a rectangular opening of 5.6' wide by 4' tall in place of the 36" RCP. The existing flowline elevation of 308 ft is maintained. This opening allows approximately 489 cfs out of the basin. The ponded water surface elevation witiiin the basin is 330.5 ft, which results in approximately 49.3 ac-ft of storage. On tiie above-mentioned grading plans, the geometry of tiie Faraday outiet strachire was designated as a 6' by 7' RCB with a flowline elevation of 221.84 ft. The modified geometry specifies a 4.3' wide by 5.7' tall RCB in place of the 6* by 7' RCB. The existing flowline elevation of 221.84 ft is maintained. This opening allows approximately 642 cfs out ofthe basin. The ponded water surface elevation within the basin is 241.4 fl, which results in approximately 49.8 ac-ft of storage. The hydraulics of the outiet stractures are so sensitive that even the sUghtest change in the dimensions results in significant fluctuations in storage volume. Ifthe stractures are constracted with standardized dimensions (whole or half foot increments) they will not function properly. If the outlet is too large it under-utilizes the available storage and increases the flow rate downstream. If it is too small the basin will stora too much and exceed the 50 ac-ft maximum volume limit per the regulations of the Division of Safety of Dams (DSOD). Please forward this infonnation to the appropriate consultants so the grading plans can be modified to reflect the new outlet structure geometries. ff you have any questions regarding this letter please contact me at (619) 291-0707. Sincerely, RICK ENGINEERING COl Dennis C. Bowling. M. R.C.E. #32838, Exp. 06/06 Principal DCB:KH:jc.001