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HomeMy WebLinkAboutCT 13-03; ROBERTSON RANCH-RANCHO COSTERA; PRELIMINARY DRAINAGE STUDY FOR RANCHO COSTERA VESTING TENTATIVE MAP; 2013-04-03PRELIMINARY DRAINAGE STUDY FOR Rancho Costera Vesting Tentative Map Planning Areas 1-11,13 & 23A-C Job No. 10-1307-5 April 3, 2013 Prepared For: SHAPELL HOMES A California Limited Liability Company 8383 Wilshire Blvd. Ste. 700 Beverly Hills, CA 90211 (323) 988-7511 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 N 32014 Tel: (760) 931-7700 \/) Fax: (760) 931-8680 ( 1 L c -'Zt -ict ..-LX vLac2y George O'Daf /7' RCE 32014 C.- Exp. 12/31/14 Date Declaration of Responsible Charac I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of this project as defined in section 6703 of the Business and Professions Code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as the Engineer of Work, of my responsibilities for the project design. O'Day Consultants, Inc. 2710 Loker Avenue West,. Suite 100 Carlsbad, CA 92010 (760) 931-7700 Date: George O'Day R.C.E. No. 32014 Exp. 12/31/14 2 TABLE OF CONTENTS Section Description Page No. Introduction and Project Description 4 Hydrology 4 Conclusion 5 Appendix 1- 100 Year Hydrologic Calculations for Existing Conditions 6-22 Basin 'E-F' Appendix 2- 100 Year Hydrologic Calculations for Existing Conditions 6-22 Basin 'G' Appendix 3- 100 Year Hydrologic Calculations for Existing Conditions 23-54 Basin 'H' Appendix 4- 100 Year Hydrologic Calculations for Proposed Conditions 55-98 Basin 'E-F' Appendix 5- 100 Year Hydrologic Calculations for Proposed Conditions 99-105 Basin 'G' Appendix 6- 100 Year Hydrologic Calculations for Proposed Conditions 106-114 Basin 'H' Exhibits Exhibit A - Vicinity Map Exhibit B - Table 3-1 Runoff Coefficients For Urban Areas (RationalMethod) Exhibit C - Soil Group Map Exhibit D - 100-year 6-hour precipitation map Exhibit E - 100-year 24-hour precipitation map Exhibit F - Figure 3-3 Urban Areas Overland Time of Flow Nomagraph Exhibit G - Figure 3-1 Intensity Duration Design Chart Exhibit H - Table 3-2 Maximum Overland Flow Length & Initial Time of Concentration Exhibit I - Fig. 3-4 Nomograph of Tc for Natural Watersheds Exhibit J - Existing Conditions Hydrologic Maps (Map Pocket) Exhibit K - ProposedConditions Hydrologic Maps (Map Pocket) 3 INTRODUCTION AND PROJECT DESCRIPTION This drainage study was prepared to support the Vesting Tentative Map for Planning Areas 1-11, 13 & 23A-C of the Robertson Ranch Master Plan, also known as Rancho Costera. The project is located south of Calavera Hills Unit 1, CT 76-12, west of Tamarack Avenue and to the north of El Camino Real (See Vicinity Map Exhibit A). The proposed development for the project site varies by planning area (PA): PA 1 and 23A-C are designated as Open Space; PA 2 is a Community Facility Site; PA 3, 5, 6, 9 and 10 are Single Family Residential; PA 4 is Community Recreation, PA 7 and 8 are Multifamily Residential; and PA 11 is designated Village Center/Commercial. Access to the site will be provided via Glasgow Drive and Edinburgh Drive from the north. The backbone streets 'E', 'J', and 'Z' will provide access to the site: Street 'J' will provide access from Tamarack Avenue to PA 3 from the west, Streets 'Z', 'E' and 'I' will provide access to the site from the south. The project is located within Drainage Basins 'E-F', 'G' and 'H' of the Drainage Study for Robertson Ranch, MP 02-03, Addendum Rancho Costera Master Tentative Map, prepared by O'Day Consultants on April 29, 2011 with the latest revision dated April 25, 2012. See Appendix 1 through 3 and Exhibits 'J' for the existing 100 year hydrology at the site. Under the proposed development, Basin 'E-F' includes PA 1, 2 and 23A much as it does in the existing condition. The downstream outfall remains at the existing double 8'X4' RCB under El Camino Real at Kelly Drive. Basin 'G' includes PA 3, 7, and 8 along with portions of PA 5 and 6. The basin drains southerly and easterly to the backbone systems in Streets 'i' and 'Z' and comingles with El Camino Real drainage at the intersection of Street 'Z' and El Camino Real. Basin 'H' encompasses the remainer of the West Ranch site and includes PA 9-11, 23B and C, along with the remaining portions of PA 5 and 6. The storm drain system outlets to the southeast into the open space and existing creek. See Appendix 4 through 6 and Exhibits 'K' for the proposed 100 year hydrology at the site. In conjunction with this drainage study a Storm Water Management Plan for this Vesting Tentative Map was prepared by O'Day Consultants. The SWMP depicts the hydromodification BMP areas designed based on the Final Hydromodification Plan for the County of San Diego, by Brown and Caldwell, dated January 13, 2011. HYDROLOGY Hydrologic calculations were performed utilizing the San Diego County Rational Method as described in the San Diego County Hydrology Manual, June 2003. Pertinent exhibits from the San Diego County Hydrology Manual are enclosed for reference, as follows: Exhibit B - Runoff Coefficients (Table 3-1) & Calculated Coefficients Exhibit C - Soil Group Map Exhibit D - 100-year 6-hour Isopluvial Map Exhibit E - 100-year 24-hour Isopluvial Map 4 APPENDIX 1 100 Yr. Existing Hydrologic Calculations Basin 'E-F' (See Exhibit 'J') 6 I.. BASIN E-F EXISTING CONDITION San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/19/11 ------------------------------------------------------------------------ Rancho Costera -Existing Double 8'x4' RCB East of Kelly Drive & ECR Preliminary Existing Condition Study Master Tentative Map Preliminary Drainage Study g:\101307\Hydrology\VestingTM\EleaminoRCB.out ********* Hydrology Study Control Information Program License Serial Number 5007 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C values used 4+ ++ + + + ++ ++ ++++++ +++++++++++ ++++++++++++++++++++++++++++++++-I+++++++++ Process from Point/Station 500.000 to Point/Station 502.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL I (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 324.000(Ft.) Lowest elevation = 320.000(Ft.) Elevation difference = 4.000(Ft.) Slope = 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.00 %, in a development type of 4.3 DU/A or Less 1 In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.58 minutes TC = [1.8*(1.1_C)*distance(Ft.)9 .5)/(% slope '(1/3)] TC = [1.8*(1.1_0.5200)*( 100.000".5)/( 4.000"(1/3)]= 6.58 Rainfall intensity (I) = 5.740(In/Hr.) for a .100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.298(CFS) Total initial stream area = 0.100(Ac.) +.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 504.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 320.000(Ft.) End of Street segment elevation = 260.000(Ft.) Length of street segment = 1400.000(Ft.) Height of curb above gutter flowline = 6.0(m.) Width of half street (curb to crown) = 15.000(Ft.) Distance from crown to crossfall grade break = 13.500(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 [2] 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 = 2.000(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 = 10.266(CFS) Depth of flow = 0.338(Ft.), Average velocity = 4.620(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 10.043(Ft.) Flow velocity = 4.62 (Ft/s) Travel time = 5.05 mm. TC = 11.63 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 3.975(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 5.044 Subarea runoff = 19.750(CFS) for 9.600(Ac.) Total runoff = 20.049(CFS) Total area = 9.700(Ac.) Street flow at end of street = 20.049(CFS) Half street flow at end of street = 10.024(CFS) Depth of flow = 0.401(Ft.), Average velocity = 5.417(Ft/s) Flow width (from curb towards crown)= 13.222(Ft.) 2 Process from Point/Station 504.000 to Point/Station 506.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 266.423(CFS) Depth of flow = 0.520(Ft.), Average velocity = 4.989(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y coordinate 1 0.00 30.00 2 60.00 0.00 3 140.00 0.00 4 200.00 30.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 212.226(CFS) flow top width = 82.082(Ft.) velocity= 5.032(Ft/s) ' area = 42.178(Sq.Ft) ' Froude number = 1.237 Information entered for subchannel number 2 Point number 'X' coordinate 'Y' coordinate 1 0.00 30.00 2 90.00 0.00 3 110.00 0.00 4 200.00 30.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 54.198(CFS) flow top width = 23.123 (Ft.) velöcity= 4.830(Ft/s) area = 11.222(Sq.Ft) Froude number = 1.222 Upstream point elevation = 260.000(Ft.) Downstream point elevation = 57.720 (Ft.) Flow length = 5900.000(Ft.) Travel time = 19.71 mm. Time of concentration = 31.34 mm. Depth of flow = 0.520 (Ft.) - Average velocity = 4. 989 (Ft/s) Total irregular channel flow = 266.423(CFS) Irregular channel normal depth above invert elev. = 0.520 (Ft.) Average velocity of channel(s) = 4.989(Ft/s) Adding area flow to channel User specified 'C' value of 0.480 given for subarea Rainfall intensity = 2.097(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.480 CA = 244.512 Subarea runoff = 492.689(CFS) for 499.700(Ac.) 3 Total runoff = 512.738(CFS) Total area = 509.400(Ac..) Depth of flow = 0.769(Ft.), Average velocity = 6.418 (Ft/s) +-F++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 508.000 IMPROVED CHANNEL TRAVEL TIME * * * * Covered channel Upstream point elevation = 57.720(Ft.) Downstream point elevation = 57.080(Ft.) Channel length thru subarea = 108.000(Ft.) Channel base width = 8.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.013 Maximum depth of channel = 5.000(Ft.) Flow(g) thru subarea = 512.738(CFS) Depth of flow = 4.437(Ft.), Average velocity = 14.446(Ft/s) Channel flow top width = 8.000(Ft.) Flow Velocity = 14.45(Ft/s) Travel time = 0.12 mm. Time of concentration = 31.46 mm. Critical depth = 5.063(Ft.) Process from Point/Station 506.000 to Point/Station 508.000 **** CONFLUENCE OF MAIN STREAMS **** ULTIMATE CONDITION - NODE 5000 USER DEFINED FLOW The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 509.400(Ac.) Runoff from this stream = 512.738(CFS) Time of concentration = 31.46 mm. Rainfall intensity = 2.092(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 509.000 to Point/Station 509.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 190.000(Ft.) 4 Lowest elevation = 180.000(Ft.) Elevation difference = 10.000(Ft.) Slope = 50.000 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)) TC = (1.8*(1.1_0.3500)*( 100.000A.5)/( 30.000'(1/3))= 434 Rainfall intensity (I) = 7.500(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.263(CFS) Total initial stream area = 0.100(Ac.) +++.++++++++++++++++.+.++++.+++++.+.+++++++++++++++++++++++.++++++++++ Process from Point/Station 509.000 to Point/Station 508.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 180.000(Ft.) Downstream point elevation = 57.000(Ft.) Channel length thru subarea = 750.000(Ft.) Channel base width = 1.000 (Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 23.387(CFS) Manning's .'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 23.387(CFS) Depth of flow = 0.838(Ft.),, Average velocity = 10.428(Ft/s) Channel flow top width = 4.352 (Ft.) Flow Velocity = 10.43 (Ft/s) Travel time = 1.20 mm. Time of concentration = 5.54 mm. Critical depth = 1.313 (Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 6.409(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 7.245 Subarea runoff = 46.173(CFS) for 20.600 (Ac.) Total runoff = 46.436(CFS) Total area = 20.700 (Ac.) Depth of flow = 1.140(Ft.), Average velocity = 12.412(Ft/s) Critical depth = 1.781 (Ft.) ++++++++++++++++++++++++++++++++++++++++++-f+++++++++++4.++++++++4.++++++ Process from Point/Station 509.000 to Point/Station 508.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 20.700(Ac.) Runoff from this stream = 46.436(CFS) Time of concentration = 5.54 mm. Rainthll intensity = 6.409(In/Hr) Summary of stream data: Stream Flow rate No. (CFS) 1. 512.738 2 46.436 Qmax(l) = 1.000 * 0:326 * Qmax(2) = 1.000 * 1.000 * TC Rainfall Intensity (mm) (In/Hr) 31.46 2.092 5.54 6.409 1.000 * 512.738) + 1.000 * 46.436) + = 527.891 0.176 * 512.738) + 1.000 * 46.436) + = 136.779 Total of 2 main streams to confluence: Flow rates before confluence point: 512.738 46.436 Maximum flow rates at confluence using above data: 527.891 136.779 Area of streams before confluence: 509.400 20.700 Results of confluence: Total flow rate = 527.891(CFS) Time of concentration = 31.461 mm. Effective stream area after confluence = 530.100 (Ac.) Process from Point/Station 508.000 to Point/Station 510.000 * * * * IRREGULAR CHANNEL FLOW. TRAVEL TIME ** ** Depth of flow = 1.147(Ft.), Average velocity = 4.499(Ft/s) r1r Irregular Channel Data ----------------------------------------------------------------- Info±mation entered for subchannel number 1 Point number X' coordinate Y coordinate 1 0.00. 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 .2.00 6 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 527.891(CFS) flow top width = 104.588(Ft.) ' velocity= 4.499(Ft/s) area = 117.337(Sq.Ft) Froude number = 0.749 Upstream point elevation = 57.080 (Ft.) Downstream point elevation = 50.000(Ft.) Flow length = 730.000(Ft.) Travel time = 2.70 min. Time of concentration = 34.17 mm. Depth of flow = 1.147 (Ft.) Average velocity = 4.499(Ft/s) Total irregular channel flow = 527.891(CFS) Irregular channel normal depth above invert elev. = 1.147 (Ft.) Average velocity of channel(s) = 4.499(Ft/s) ++++ ++++++++++++++++.++++++++++.+.+++++++++++++++.++++.+++++.+++.+++++ Process from Point/Station 508.000 to Point/Station 510.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 530.100(Ac.) Runoff from this stream = 527.891(CFS) Time of concentration = 34.17 mm. Rainfall intensity = 1.983(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 516.000 to Point/Station 514.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** NODE I 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 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 2.458(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 24.49 mm. Rain intensity = 2.46(In/Hr) Total area = 115.070(Ac.) Total runoff = 137.250(CFS) Process from Point/Station 516.000 to Point/Station 514.000 **** CONFLUENCE OF MINOR STREAMS 7 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 115.070(Ac.) Runoff from this stream = 137.250(CFS) Time of concentration = 24.49 mm. Rainfall intensity = 2.458(In/Hr) Process from Point/Station 518.000 to Point/Station 514.000 USER DEFINED FLOW INFORMATION AT A POINT **** NODE J 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 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 3.378(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 14.96 mm. Rain intensity = 3.38(In/Hr) Total area = 56.590(Ac.) Total runoff = 98.630(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4-++++++ Process from Point/Station 518.000 to Point/Station 514.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 56.590 (Ac.) Runoff from this stream = 98.630(CFS) Time of concentration = 14.96 mm. Rainfall intensity = 3.378(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 137.250 24.49 2.458 2 98.630 14.96 3.378 Qmax(1) = 1.000 * 1.000 * 137.250) + 0.728 * 1.000 * 98.630) + = 209.020 Qmax(2) = 1.000 * 0.611 * 137.250) + 1.000 * 1.000 * 98.630) + = 182.471 Total of 2 streams to confluence:• Flow rates before confluence point: 137.250 98.630 Maximum flow rates at confluence using above data: 8 209.020 182.471 Area of streams before confluence: 115.070 56.590 Results of confluence: Total flow rate = 209.020(CFS) Time of concentration = 24.490 mm. Effective stream area after confluence = 171.660(Ac.) ++++++++++++++-f+++++-f+++++++++++++++++++f++++++++++++f++++++++++.+++++ Process from Point/Station 514.000 to Point/Station 510.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.721 (Ft.), Average velocity = 7.716(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for suhcharmel number 1 Point number 'X' coordinate Y' coordinate 1 0.00 3.00 2 10.00 0.00 3 20.00 0.00 4 30.00 3.00 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 209.020(CFS) flow top width = 21.475 (Ft.) velocity= 7.716(Ft/s) area = 27.088(Sq.Ft) Froude number = 1.211 Upstream point elevation = 70.000(Ft.) Downstream point elevation = 50.000 (Ft.) Flow length = 800.000 (Ft.) Travel time = 1.73 mm. Time of concentration = 26.22 mm. Depth of flow = 1.721 (Ft.) Average velocity = 7.716(Ft/s) Total irregular channel flow = 209.020(CFS) Irregular channel normal depth above invert elev. = 1.721 (Ft.) Average velocity of channel(s) = 7.716(Ft/s) Process from Point/Station 514.000 to Point/Station 510.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 171.660(Ac.) Runoff from this stream = 209.020(CFS) Time of concentration = 26.22 mm. Rainfall intensity = 2.353(In/Hr) Program is now starting with Main Stream No. 3 9 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 511.000 INITIAL AREA EVALUATION * * * * Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 70.000(Et.) Highest elevation = 196.600(Ft.) Lowest elevation = 190.000(Ft.) Elevation difference = 6.600(Ft.) Slope = 9.429 % Top of Initial Area Slope adjusted by User to 9.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.40 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.40 minutes TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope'(1/3)1 TC = [1.8*(1..1_0.3500)*( 100;000'.5)/( 9.400"(1/3)1= 6.40 Rainfall intensity (I) = 5.844(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.205(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 511.000 to Point/Station 510.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 190.000(Ft.) Downstream point elevation = 50.000 (Ft.) Channel length thru subarea = 450.000(Ft.) Channel base width = 1.000 (Ft.) Slope or '2' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 10.987(CFS) Manning's 'N = 0.035 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 10.987(CFS) Depth of flow = 0.504(Ft.), Average velocity = 10.867(Ft/s) Channel flow top width = 3.015 (Ft.) Flow Velocity = 10.87 (Ft/s) Travel time = 0.69 mm. Time of concentration = 7.09 mm. Critical depth = 0.914(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 10 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.470(m/fir) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 3.962 Subarea runoff = 21.468(CFS) for 11.220(Ac.) Total runoff = 21.673(CFS) Total area = 11.320(Ac.) Depth of flow = 0.697(Ft.), Average velocity = 12.974(Ft/s) Critical depth = 1.266(Ft.) Process from Point/Station 511.000 to Point/Station 510.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 11.320 (Ac.) Runoff from this stream = 21.673(CFS) Time of concentration = 7.09 mm. Rainfall intensity = 5.470(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 527.891 34.17 1.983 2 .209.020 26.22 2.353 3 21.673 7.09 5.470 Qmax(1) = 1.000 * 1.000 * 527.891) + 0.843 * 1.000 * 209.020) + 0.363 * 1.000 * 21.673) + = 711.955 Qmax(2) = 1.000 * 0.767 * 527.891) + 1.000 * 1.000 * 209.020) + 0.430 * 1.000 * 21.673) + = 623.437 Qmax(3) = 1.000 * 0.207 * 527.891) + 1.000 * 0.270 * 209.020) + 1.000 * 1.000 * 21.673) + = 187.673 Total of 3 main streams to confluence: Flow rates before confluence point: 527.891 209.020 21.673 Maximum flow rates at confluence using above data: 711.955 623.437 187.673 Area of streams before confluence: 11 530.100 171.660 11.320 Results of confluence: Total flow rate = 711.955(CFS) Time of concentration = 34.165 mm. Effective stream area after. confluence = 713.080 (Ac.) Process from Point/Station 510.000 to Point/Station 520.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.195(Ft.), Average velocity = 5.819(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 711.956(CFS) flow top width = 104.780(Ft.) .' velocity= 5.819(Ft/s) area = 122.354(Sq.Ft) Froude number = 0.949 Upstream point elevation = 50.000 (Ft.) Downstream point elevation = 42.000(Ft.) Flow length = 520.000(Ft.) Travel time = 1.49 mm. Time of concentration = 35.65 mm. Depth of flow = 1.195(Ft.) Average velocity = 5.819(Ft/s) Total irregular channel flow = 711.955(CFS) Irregular channel normal depth above invert elev. = 1.195(Ft.) Average velocity of channel(s) = 5.819(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f++ Process from Point/Station 510.000 to Point/Station 520.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 713.080(Ac.) Runoff from this stream = 711.955(CFS) Time of concentration = 35.65 mm. Rainfall intensity = 1.929(In/Hr) Program is now starting with Main Stream No. 2 12 Process from Point/Station 522.000 to Point/Station 520.000 USER DEFINED FLOW INFORMATION AT A POINT (PER DRAINAGE STUDY FOR EL CANINO REAL WIDENING DATED 7/11/11 - EXISTING CONDITION) User specified C' value of 0.950 given for subarea Rainfall intensity (I) = 3.164(In/}lr) for a 100.0 year storm User specified values are as follows: TC = 16.56 mm. Rain intensity = 3.16(In/Hr) Total area = 11.520(Ac.) Total runoff = 20.200(CFS) Process from Point/Station 522.000 to Point/Station 520.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area-= 11.520(Ac.) Runoff from this stream = 20.200(CFS) Time of concentration = 16.56 mm. Rainfall intensity = 3.164(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 524.000 to Point/Station 526.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 236.000(Ft.) Lowest elevation = 225.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 11.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.00 %, in a development, type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.07 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slope"(1/3)1 TC = [1.8*(1.1_0.3500)*( 100.000'.5)/( 11.000"(1/3)]= 6.07 Rainfall intensity (I) = 6.045(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.212(CFS) 13 Total initial stream area = 0.100 (Ac.) Process from Point/Station 526.000 to Point/Station 528.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 225.000(Ft.) Downstream point elevation = 50.000(Ft.) Channel length thru subarea = 970.000 (Ft.) Channel base width = 3.000 (Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 1.413(CFS) Manning' s 'N' = 0.015 Maximum depth of channel = 1.000 (Ft.) Flow(g) thru subarea = 1.413(CFS) Depth of flow = 0.068(Ft.), Average velocity = 6.807(Ft/s) Channel flow top width = 3.135 (Ft.) Flow Velocity = 6.81 (Ft/s) Travel time = 2.38 mm. Time of concentration = 8.45 mm. Critical depth = 0.188(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.518 Subarea runoff = 2.319(CFS) for 1.380 (Ac.) Total runoff = 2.531(CFS) Total area = 1.480(Ac.) Depth of flow = 0.096(Ft.), Average velocity = 8.508(Ft/s) Critical depth = 0.273(Ft.) Process from Point/Station 528.000 to Point/Station 528.000 SUBAREA FLOW ADDITION **** User specified 'C' value of 0.950 given for subarea Time of concentration = 8.45 mm. Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.950 CA = 4.93b'.- Subarea runoff = 21.556(CFS) for 3.710(Ac.) Total runoff = 24.086(CFS) Total area = 5.190(Ac.) 14 Process from Point/Station 528.000 to Point/Station 530.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 50.000(Ft.) Downstream point/station elevation = 46.000(Ft.) Pipe length = 110.00(Ft.) Manning's N =0.013 No. of pipes = 1 Required pipe flow = 24.086(CFS) Given pipe size = 36.00(m.) Calculated individual pipe flow = 24.086(CFS) Normal flow depth in pipe = 10.62 (In.) Flow top width inside pipe = 32.83(In.) Critical Depth = 18.98(In.) Pipe flow velocity = 13.83(Ft/s) Travel time through pipe = 0.13 mm. Time of concentration (PC) = 8.58 mm. Process from Point/Station 530.000 to Point/Station 520.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Depth of flow = 1.739(Ft.), Average velocity = 3.983(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 8.00 0.00 3 16.00 4.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 24.086(CFS) flow top width = 6.955(Ft.) velocity= 3.983(Ft/s) area = 6.047(Sq.Ft) Froude number = 0.753 Upstream point elevation = 46.000(Ft.) Downstream point elevation = 42.000 (Ft.) Flow length = 325.000(Ft.) Travel time = 1.36 mm. Time of concentration = 9.94 mm. Depth of flow = 1.739(Ft.) Average velocity = 3.983(Ft/s) Total irregular channel flow = 24.086(CFS) Irregular channel normal depth above invert elev. = 1.739(Ft.) Average velocity of channel(s) = 3.983(Ft/s) Process from Point/Station 530.000 to Point/Station 520.000 CONFLUENCE OF MAIN STREAMS 15 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 5.190(Ac.) Runoff from this stream = 24.086(CFS) Time of concentration = 9.94 mm. Rainfall intensity = 4.398(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 711.955 35.65 1.929 2 20.200 16.56 3.164 3 24.086 9.94 4.398 Qmax(l) = 1.000 * 1.000 * 711.955) + 0.610 * 1.000 * 20.200) + 0 .439 * 1.000 * 24.086) + = 734.839 Qma.x(2) = 1.000 * 0.464 * 711.955) + 1.000 * 1.000 * 20.200) + 0.119 * 1.000 * 24.086) + = 368.198 Qmax(3) = 1.000 * 0.279 * 711.955) + 1.000 * 0.600 * 20.200) + 1.000 * 1.000 * 24.086) + = 234.645 Total of 3 main streams to confluence: Flow rates before confluence point: 711.955 20.200 24.086 Maximum flow rates at confluence using above data: 734.839 368.198 234.645 Area of streams before confluence: 713.080 11.520 5.190 Results of confluence: Total flow rate = 734.839(CFS) Time of concentration = 35.655 mm. Effective stream area after confluence = 729.790(Ac.) Process from Point/Station 520.000 to Point/Station 532.000 IMPROVED CHANNEL TRAVEL TIME Covered channel Upstream point elevation = 42.000(Ft.) Downstream point elevation = 40.000(Ft.) Channel length thru subarea = 108.000 (Ft.) Channel base width =...16.000(Ft.) Slope or Z of left channel bank = 0.000 Slope or Z of right channel bank = 0.000 16 Manning 's 'N' = 0.013 Maximum depth of channel = 4.000 (Ft.) Flow(q) thru subarea = 734.839(CFS) Depth of flow = 2.102(Ft.), Average velocity = 21.849(Ft/s) Channel flow top width = 16.000 (Ft.) Flow Velocity = 21.85 (Ft/s) Travel time = 0.08 mm. Time of concentration = 35.74 win. Critical depth = 4.031(Ft.) End of computations, total study area = 729.790 (Ac.) 17 APPENDIX 2 100 Yr. Existing Hydrologic Calculations Basin 'G' (See Exhibit 'J') & Cii -HD 4 1 9 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/25/05 ------------------------------------------------------------------------ Robertson Ranch West Drainage Study Existing Conditions - Basin 'G' J.N. 011014 File:RRWESTEXISTG t******** Hydrology Study Control Information Program License Serial Number 5007 ------------------------------------------------------------------------- Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) 2.600 24 hour precipitation(inches) = 4.300 1' P6/P24 = 60.5% San Diego hydrology manual 'C' values used Process from Point/Station 200.000 to Point/Station 202.000 INITIAL AREA EVALUATION ** Decimal fraction soil group A. = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 2320.000(Ft.) Highest elevation = 211.000(Ft.) Lowest elevation = 72.000(Ft.) Elevation difference = 139.000(Ft.) Slope = 5.991 % Top of Initial Area Slope adjusted by User to 3.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.36 minutes TC = (1.8*(1.1_C)*distance(Ft.)A.5)/(% slope(1/3)J TC = L1.8*(1.1_0.3500)( 100.000.5)/( 3.000A(1/3)1= 9.36 The initial area total distance of 2320.00 (Ft.) entered leaves a remaining distance of 2220.00 (Ft.) Page 1 of 4 Using Figure 3-4, the travel time for this distance is 8.71 minutes for a distance of 2220.00 (Ft.) and a slope of 5.99 % with an elevation difference of 133.00(Ft.) from the end of the top area Tt = (11.9*length(Mi)3)/(elevation change(Ft.))]'.385 *60(min/hr) = 8.709 Minutes Tt=1(11.9*0.42053)/(133.00)1".385= 8.71 Total initial area Ti = 9.36 minutes from Figure 3-3 formula plus 8.71 minutes from the Figure 3-4 formula = 18.07 minutes Rainfall intensity (I) = 2.991(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 39.666(CFS) S Total initial stream area = 37.890(Ac.) Process from Point/Station 202.000 to Point/Station 210.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.648(Ft.), Average velocity = 5.310(Ft/s) ' Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 5.50 0.00 3 11.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 39.666(CFS) - flow top width = 9.065(Ft.) velocity= 5.310(Ft/s) area = 7.470(Sq.Ft) Froude number = 1.031 Upstream point elevation = 72.000(Ft.) Downstream point elevation = 62.500(Ft.) Flow length = 432.000(Ft.) Travel time = 1.36 mm. Time of concentration 19.42 mm. Depth of flow = 1.648(Ft.) Average velocity = 5.310(Ft/s) Total irregular channel flow = 39.666(CFS) Irregular channel normal depth above invert elev. = 1.648(Ft.) Average velocity of channel(s) 5.310(Ft/s) +++j-+i-+++++++++++++++++++++++-f4++++++++++++++4-++++++++++++++ f+++++++++ Process from Point/Station 202.000 to Point/Station 210.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 37.890(Ac.) Runoff from this stream = 39.666(CFS) Time of concentration = 19.42 mm. Rainfall intensity = 2.855(In/Hr) Process from Point/Station 212.000 to Point/Station 210.000 INITIAL AREA EVALUATION Page 2 of 4 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 1770.000(Ft.) Highest elevation = 223.000(Ft.) Lowest elevation = 68.000(Ft.) Elevation difference = 155.000(Ft.) Slope = 8.757 % Top of Initial Area Slope adjusted by User to 5.000 % Bottom of Initial Area Slope adjusted by User to 8.867 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Pt) for the top area slope value of 5.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.89 minutes TC = (1.8*(1.1_C)*distance(Ft.).5)/(% s1ope(1/3)1 TC = (1.8*(1.1_0.3500)*( 100.000A.5)/( 5.000(1/3)J= 7.89 The initial area total distance of 1770.00 (Ft.) entered leaves a remaining distance of 1670.00 (Ft.) Using Figure 3-4, the travel time for this distance is 6.01 minutes for a distance of 1670.00 (Ft.) and a slope of 8.87 % with an elevation difference of 148.08(Ft.) from the end of the top area Tt = (11.9*length(Mi)A3)/(elevation change(Ft.))J.385 *60(mjn/hr) = 6.014 Minutes Tt=((11.9*0.31633)/(148.08)).385= 6.01 Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus 6.01 minutes from the Figure 3-4 formula 13.91 minutes Rainfall intensity (I) = 3.541(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 25.914(CFS) Total initial stream area - 20.910(Ac.) Process from Point/Station 212.000 to Point/Station 210.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.910(Ac.) Runoff from this stream = 25.914(CFS) Time of concentration = 13.91 mm. Rainfall intensity = 3.541(Iri/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 39.666 2 25.914 Qmax(1) = 1.000 * 0.806 * Qmax(2) = 19.42 2.855 13.91 3.541 1.000 . 39.666) + 1.000 * 25.914) + 60.558 Page 3 of 4 ' 1.000 * 0.716 * 39.666) + 1.000 * 1.000 * 25.914) + = 54.317 Total of 2 streams to confluence: Flow rates before confluence point: 39.666 25.914 Maximum flow rates at confluence using above data: 60.558 54.317 Area of streams before confluence: 37.890 20.910 Results of confluence: Total flow rate = 60.558(CFS) Time of concentration = 19.425 mm. Effective stream area after confluence = 58.800(Ac.) End of computations, total study area = 58.800 (Ac.) 1 Page 4 of 4 APPENDIX 3 100 Yr. Existing Hydrologic Calculations Basin 'H' (See Exhibit 'J') BASIN H EXISTING CONDITION San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/03/13 ------------------------------------------------------------------------ Robertson Ranch West Vesting Tentative Map Existing Condition - Basin H JN 101307 File: G:\101307\Hydrology\VestingTM\RRWESTEXISTH.-out ------------------------------------------------------------------------ ********* Hydrology Study Control Information Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Nap data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used ++++.++.++++.+++++++++++.+++++++.++++I-+++.+++.++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 102.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 740.000(Ft.) Highest elevation = 318.000(Ft.) Lowest elevation = 198.000(Ft.) Elevation difference = 120.000(Ft.) Slope = 16.216 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)) TC = L1.8*(1.1_0.3500)*( 100.000'.5)/( 30.000(1/3)]= 4.34 The initial area total distance of 740.00 (Ft.) entered leaves a remaining distance of 640.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.28 minutes for a distance of 640.00 (Ft.) and a slope of 16.22 % with an elevation difference of 103.78(Ft.) from the end of the top area 'Pt = [11.9*1ength(Mi)A3)/(elevation change(Ft.))]'.385 *60(min/}) = 2.278 Minutes Tt=((11.9*0.l212'3)/(l03.78)].385= 2.28 Total initial area Ti = 4.34 minutes from Figure 3-3 formula plus 2.28 minutes from the Figure 3-4 formula = 6.62 minutes Rainfall intensity (I) = 5.715(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 14.541(CFS) Total initial stream area = 7.270(Ac.) Process from Point/Station 100.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.270(Ac.) Runoff from this stream = 14.541(CFS) Time of concentration = 6.62 mm. Rainfall intensity = 5.715(In/1-Ir) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.700 given for subarea Rainfall intensity (I) = 3.248(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.90 mm. Rain intensity = 3.25(In/Hr) Total area = 22.550(Ac.) Total runoff = 47.400(CFS) Process from Point/Station 104.000 to Point/Station 102.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Depth of flow = 0.437(Ft.), Average velocity = 7.093(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'x coordinate 'Y' coordinate 1 0.00 1.00 2 35.00 0.00 2 3 70.00 1.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 47.400(CFS) flow top width = 30.588(Ft.) velocity= 7.093(Ft/s) area = 6.683(Sq.Ft) Froude number = 2.674 Upstream point elevation= 285.000(Ft.) Downstream point elevation = 198.000 (Ft.) Flow length = 410.000(Ft.) Travel time = 0.96 mm. Time of concentration = 16.86 min. Depth of flow = 0.437(Ft.) Average velocity = 7.093(Ft/s) Total irregular channel flow = 47.400(CFS) Irregular channel normal depth above invert elev. = 0.437 (Ft.) Average velocity of channel(s) = 7.093(Ft/s) +++++++++++++-f++++++++++++++4++++++++++++++++++++++++++++++++++++-f++++ Process from Point/Station 104.000 to Point/Station 102.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 22.550 (Ac.) Runoff from this stream = 47.400(CFS) Time of concentration = 16.86 mm. Rainfall intensity = 3.127(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 14.541 6.62 5.715 2 47.400 16.86 3.127 Qmax(1) = 1.000 * 1.000 * 14.541) + 1.000 * 0.393 * 47.400) + = 33.156 Qmax(2) = 0.547 * 1.000 * 14.541) + 1.000 * 1.000 * 47.400) + = 55.357 Total of 2 streams to confluence: Flow rates before confluence point: 14.541 47.400 Maximum flow rates at confluence using above data: 33.156 55.357 Area of streams before confluence: 7.270 22.550 Results of confluence: Total flow rate = 55.357(CFS) 3 Time of concentration = 16.863 min. Effective stream area after confluence = 29.820 (Ac.) ++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++.+++++++++ Process from Point/Station 102.000 to Point/Station 106.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 58.669(CFS) Depth of flow = 0.969(Ft.), Average velocity = 8.332(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subcharmel number 1 Point number 'X' coordinate 'Y' coordinate 1. 0.00 2.00 2 15.00 0.00 3 30.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 58.670(CFS) flow top width = 14.534(Ft.) velocity= 8.332(Ft/s) area = 7.041(Sq.Ft) Froude number = 2.110 Upstream point elevation = 198.000 (Ft.) Downstream point elevation = 181.000(Ft.) Flow length = 166.000(Ft.) Travel time = 0.33 min. Time of concentration = 17.20 mm. Depth of flow = 0.969(Ft.) Average velocity = 8.332(Ft/s) Total irregular channel flow = 58.669(CFS) Irregular channel normal depth above invert elev. = 0.969(Ft.) Average velocity of channel(s) = 8.332(Ft/s) Adding area flow to channel Rainfall intensity (I) = 3.088(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 3.088(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.577 CA = 20.044 Subarea runoff = 6.344(CFS) for 4.900 (Ac.) Total runoff = 61.901(CFS) Total area = 34.720 (Ac.) Depth of flow = 0.989(Ft.), Average velocity = 8.444(Ft/s) 4 Process from Point/Station 102.000 to Point/Station 106.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 34.720(Ac.) Runoff from this stream = 61.901(CFS) Time of concentration = 17.20 mm. Rainfall intensity = 3.088(In/Hr) Process from Point/Station 108.000 to Point/Station 108.000 USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.700 given for subarea Rainfall intensity (I) = 4.381(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 10.00 mm. Rain intensity = 4.38(In/Hr) Total area = 8.200(Ac.) Total runoff = 19..200(CFS) Process from Point/Station 108.000 to Point/Station 106.000 * * * * IRREGULAR CHANNEL FLOW TRAVEL TIME * * * * Depth of flow = 0.619(Ft.), Average velocity = 6.672(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 15.00 0.00 3 30.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 19.200(CFS) ' flow top width = 9.292(Ft.) I I velocity= 6.672(Ft/s) ' area = 2.878(SqFt) ' Froude number = 2.113 Upstream point elevation = 212.000 (Ft.) Downstream point elevation = 181.000(Ft.) Flow length = 260.000(Ft.) Travel time = 0.65 mm. Time of concentration = 10.65 mm. Depth of flow = 0.619(Ft.) Average velocity = 6.672(Ft/s) Total irregular channel flow = 19.200(CFS) Irregular channel normal depth above invert elev. = 0.619(Ft.) Average velocity of channel(s) = 6.672(Ft/s) 5 Process from Point/Station 108.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.200(Ac.) Runoff from this stream = 19.200(CFS) Time of concentration = 10.65 min. Rainfall intensity = 4.206(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 61.901 17.20 3.088 2 19.200 10.65 4.206 Qmax(1) = 1.000 * 1.000 * 61.901) + 0.734 * 1.000 * 19.200) + = 75.997 Qmax(2) = 1.000 * 0.619 * 61.901) + 1.000 * 1.000 * 19.200) +.= 57.537 Total of 2 streams to confluence: Flow rates before confluence point: 61.901 19.200 Maximum flow rates at confluence using above data: 75.997 57.537 Area of streams before confluence: 34.720 8.200 Results of confluence: Total flow rate = 75.997(CFS) Time of concentration = 17.195 mm. Effective stream area after confluence = 42.920(Ac.) Process from Point/Station 106.000 to Point/Station 110.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 79.059(CFS) Depth of flow = 1.039(Ft.), Average velocity = 7.328(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X coordinate Y coordinate 1 0.00 2.00 2 20.00 0.00 3 40.00 2.00 Manningts N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 79.059(CFS) flow top width = 20.774(Ft.) velocity= 7.328(Ft/s) 6 area = 10.789(Sq.Ft) Froude number = 1.792 Upstream point elevation = 181.000(Ft.) Downstream point elevation = 155.500 (Ft.) Flow length = 355.000(Ft.) Travel time = 0.81 mm. Time of concentration = 18.00 mm. Depth of flow = 1.039(Ft.) Average velocity = 7.328(Ft/s) Total irregular channel flow = 79.059(CFS) Irregular channel normal depth above invert elev. = 1.039 (Ft.) Average velocity of channel(s) = 7.328(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.998(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ) (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.998(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.577 CA = 27.370 Subarea runoff = 6.062(CFS) for 4.530(Ac.) Total runoff = 82.059(CFS) Total area = 47.450(Ac.) Depth of flow = 1.053(Ft.), Average velocity = 7.396(Ft/s) Process from Point/Station 106.000 to Point/Station 110.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 47.450 (Ac.) Runoff from this stream = 82.059(CFS) Time of concentration = 18.00 mm. Rainfall intensity = 2.998(In/Hr) Process from Point/Station 112.000 to Point/Station 112.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.550 given for subarea Rainfall intensity (I) = 3.373(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.00 mm. Rain intensity = 3.37(In/Hr) Total area = 5.990(Ac.) Total runoff = 9.550(CFS) 7 Process from Point/Station 112.000 to Point/Station 110.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.549(Ft.), Average velocity = 6.338(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 10.00 0.00 3 20.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 9.550(CFS) ' flow top width = 5.489 (Ft.) velocity= 6.338(Ft/s) ' area = 1.507(Sq.Ft) Froude number = 2.132 Upstream point elevation = 185.000(Ft.) Downstream point elevation = 155.500 (Ft.) Flow length = 230.000(Ft.) Travel time = 0.60 mm. Time of concentration = 15.60 mm. Depth of flow = 0.549(Ft.) Average velocity = 6.338(Ft/s) Total irregular channel flow = 9.550(CFS) Irregular channel normal depth above invert elev. = 0.549(Ft.) Average velocity of channel(s) = 6.338(Ft/s) Process from Point/Station 112.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.990(Ac.) Runoff from this stream = 9.550(CFS) Time of concentration = 15.60 mm. Rainfall intensity = 3.288(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 82.059 18.00 2.998 2 9.550 15.60 3.288 Qmax(1) = 1.000 * 1.000 * 82.059) + 0.912 * 1.000 * 9.550) + = 90.768 Qmax(2) = 1.000 * 0.867 * 82.059) + 1.000 * 1.000 * 9.550) + = 80.678 8 Total of 2 streams to confluence: Flow rates before confluence point: 82.059 9.550 Maximum flow rates at confluence using above data: 90.768 80.678 Area of streams before confluence: 47.450 5.990 Results of confluence: Total flow rate = 90.768(CFS) Time of concentration = 18.003 mm. Effective stream area after confluence = 53.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 114.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 92.178(CFS) Depth of flow = 1.114(Ft.), Average velocity = 5.944(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subcharinel number 1 Point number 'X' coordinate ,Y coordinate 1 0.00 2.00 2 25.00 0.00 3 50.00 2.00 Mannings N' friction factor = 0.035 Sub-Channel flow = 92.178(CFS) flow top width = 27.846 (Ft.) velocity= 5.944(Ft/s) area = 15.508(Sq.Ft) Froude number = 1.404 Upstream point elevation = 155.500 (Ft.) Downstream point elevation = 125.000 (Ft.) Flow length = 710.000(Ft.) Travel time = 1.99 mm. Time of concentration = 19.99 mm. Depth of flow = 1.114 (Ft.) Average velocity = 5.944(Ft/s) Total irregular channel flow = 92.178(CFS) Irregular channel normal depth above invert elev. = 1.114 (Ft.) Average velocity of channel(s) = 5.944(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.802(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Al = 0.000 9 Sub-Area C Value = 0.350 Rainfall intensity = 2.802(In/Hr) for a 10Q.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.546 CA = 33.370 Subarea runoff = 2.736(CFS) for 7.730(Ac.) Total runoff = 93.503(CFS) Total area = 61.170(Ac.) Depth of flow = 1.120(Ft.), Average velocity = 5.965(Ftls) Process from Point/Station 110.000 to Point/Station 114.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 61.170(Ac.) Runoff from this stream = 93.503(CFS) Time of concentration = 19.99 mm. Rainfall intensity = 2.802(In/Hr) +++++++++++4-+++++++++++4.++++++++++++++++++++++++++++++±++++++-f++++++-f+ Process from Point/Station 116.000 to Point/Station 118.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 00.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 1175.000(Ft.) Highest elevation = 345.000(Ft.) Lowest elevation = 259.000(Ft.) Elevation difference = 86.000(Ft.) Slope = 7.319 % Top of Initial Area Slope adjusted by User to 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.89 minutes PC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slope"(1/3)] PC = (1.8*(1.1_0.3500)*( 100.000.5)/( 5.000"(1/3)1= 7.89 The initial area total distance of 1175.00 (Ft.) entered leaves a remaining distance of 1075.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.61 minutes for a distance of 1075.00 (Ft.) and a slope of 7.32 % with an elevation difference of 78.68(Ft.) from the end of the top area Tt = [l1.9*length(Mi)3)/(elevation change(Ft.))1".385 *60(min/hr) = 4.613 Minutes Pt=[(11.9*0.2036"3)/( 78.68)1'.385= 4.61 Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus 10 4.61 minutes from the Figure 3-4 formula = 12.51 minutes Rainfall intensity (I) = 3.792(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.840(CFS) Total initial stream area = 2.140 (Ac.) +++++++++++++++-f++++++++++++++++++++++++++++++++++++++++++++++-f+++++++ Process from Point/Station 118.000 to Point/Station 114.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 9.874(CFS) Depth of flow = 0.570(Ft.), Average velocity = 6.068(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchaxmel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 10.00 0.00 3 20.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 9.874(CFS) flow top width = 5.705 (Ft.) velocity= 6.068(Ft/s) area = 1.627(Sq.Ft) Froude number = 2.002 Upstream point elevation = 259.000 (Ft.) Downstream point elevation = 125.000 (Ft.) Flow length = 1200.000(Ft.) Travel time = 3.30 mm. Time of concentration = 15.80 mm. Depth of flow = 0.570 (Ft.) Average velocity = 6.068(Ft/s) Total irregular channel flow = 9.874(CFS) Irregular channel normal depth above invert elev. = 0.570 (Ft.) Average velocity of channel(s) = 6.068(Ft/s) Adding area flow to channel Rainfall intensity (I) = 3.261(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 3.261(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 5.155 Subarea runoff = 13.972(CFS) for 12.590(Ac.) Total runoff = 16.812(CFS) Total area = 14.730(Ac.) Depth of flow = 0.696(Ft.), Average velocity = 6.931(Ft/s) 11 Process from Point/Station 118.000 to Point/Station 114.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 14.730(Ac.) Runoff from this stream = 16.812(CFS) Time of concentration = 15.80 mm. Rainfall intensity = 3.261(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 93.503 19.99 2.802 2 16.812 15.80 3.261 Qmax(1) 1.000 * 1.000 * 93.503) + 0.859 * 1.000 * 16.812) + = 107.949 Qmax(2) = 1.000 * 0.790 * 93.503) + 1.000 * 1.000 * 16.812) + = 90.720 Total of 2 streams to confluence: Flow rates before confluence point: 93.503 16.812 Maximum flow rates at confluence using above data: 107.949 90.720 Area of streams before confluence: 61.170 14.730 Results of confluence: Total flow rate = 107.949(CFS) Time of concentration = 19.994 mm. Effective stream area after confluence = 75.900(Ac.) Process from Point/Station 114.000 to Point/Station 120.000 * * * * IRREGULAR CHANNEL FLOW TRAVEL TIME * * * * Estimated mean flow rate at midpoint of channel = 109.234(CFS) Depth of flow = 1.853(Ft.), Average velocity = 10.606(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 6.00 0.00 3 12.00 2.00 Manning's N' friction factor = 0.035 ----------------------------------------------------------------- 12 Sub-Channel flow = 109.234(CFS) flow top width = 11.117(Ft.) velocity= 10.606(Ft/s) area = 10.300(Sq.Ft) Froude number = 1.942 Upstream point elevation = 125.000 (Ft.) Downstream point elevation = 93.500(Ft.) Flow length = 425.000(Ft.) Travel time = 0.67 mm. Tiineof concentration = 20.66 mm. Depth of flow = 1.853 (Ft.) Average velocity = 10.606(Ft/s) Total irregular channel flow = 109.234(CFS) Irregular channel normal depth above invert elev. = 1.853 (Ft.) Average velocity of channel(s) = 10.606(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.743(InIHr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.743(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.498 CA = 40.261 Subarea runoff = 2.499(CFS) for 4.960(Ac.) Total runoff = 110.447(CFS) Total area = 80.860(Ac.) Depth of flow = 1.861(Ft.), Average velocity = 10.635(Ft/s) ++++++++++++++++++++++++++++++-f-I-+4-++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 80.860 (Ac.) Runoff from this stream = 110.447(CFS) Time of concentration = 20.66 mm. Rainfall intensity = 2.743(In/Hr) Process from Point/Station 122.000 to Point/Station 122.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.550 given for subarea Rainfall intensity (I) = 4.726(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 8.89 mm. Rain intensity = 4.73(In/Hr) Total area = 15.080(Ac.) Total runoff = 29.060(CFS) 13 Process from Point/Station 122.000 to Point/Station 120.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Depth of flow = 0.643(Ft.), Average velocity = 10.825(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 13.00 0.00 3 26.00 2.00 Mannings friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 29.060(CFS) flow top width = 8.355 (Ft.) velocity= 10.825(Ft/s) area = 2.685(Sq.Ft) Froude number = 3.365 Upstream point elevation = 164.000 (Ft.) Downstream point elevation = 93.500 (Ft.) Flow length = 235.000(Ft.) Travel time = 0.36 mm. Time of concentration = 9.25 mm. Depth of flow = 0.643 (Ft.) Average velocity = 10.825(Ft/s) Total irregular channel flow = 29.060(CFS) Irregular channel normal depth above invert elev. = 0.643 (Ft.) Average velocity of channel(s) = 10.825(Ft/s) Process from Point/Station 122.000 to Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.080(Ac.) Runoff from this stream = 29.060(CFS) Time of concentration = 9.25 mm. Rainfall intensity = 4.606(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Fir) 1 110.447 20.66 2.743 2 29.060 9.25 4.606 Qmax(1) = 1.000 * 1.000 * 110.447) + 0.596 * 1.000 * 29.060) + = 127.755 14 Qmax(2) = 1.000 * 0.448 * 110.447) + 1.000 * 1.000 * 29.060) + = 78.516 Total of 2 streams to confluence: Flow rates before confluence point: 110.447 29.060 Maximum flow rates at confluence using above data: 127.755 78.516 Area of streams before confluence: 80.860 15.080 Results of confluence: Total flow rate = 127.755(CFS) Time of concentration = 20.662 mm. Effective stream area after confluence = 95.940 (Ac.) Process from Point/Station 120.000 to Point/Station 124.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 137.047(CFS) Depth of flow = 2.577(Ft.). Average velocity = 8.254(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate Y' coordinate 1 0.00 4.00 2 10.00 0.00 3 20.00 4.00 Manning's 'N' friction factor 0.035 ----------------------------------------------------------------- Sub-Channel flow = 137.047(CFS) flow top width = 12.885(Ft.) S velocity= 8.254(Ft/s) area = 16.603(Sq.Ft) Froude number = 1.281 Upstream point elevation = 93.500(Ft.) Downstream point elevation = 68.500(Ft.) Flow length = 840.000(Ft.) Travel time = 1.70 mm. Time of concentration = 22.36 mm. Depth of flow = 2.577 (Ft.) Average velocity = 8.254(Ft/s) Total irregular channel flow = 137.047(CFS) Irregular channel normal depth above invert elev. = 2.577(Ft.) Average velocity of channel(s) = 8.254(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.607(In/Hr) for a 100.0 year storm 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 15 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.607(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.477 CA = 56.098 Subarea runoff = 18.501(CFS) for 21.550(Ac.) Total runoff = 146.256(CFS) Total area = 117.490(Ac.) Depth of flow = 2.641(Ft.), Average velocity = 8.390(Ft/s) Process from Point/Station 120.000 to Point/Station 124.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 117.490(Ac.) Runoff from this stream = 146.256(CFS) Time of concentration = 22.36 mm. Rainfall intensity = 2.607(In/Hr) Process from Point/Station 126.000 to Point/Station 126.000 USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.550 given for subarea Rainfall intensity (I) = 3.373(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.00 mm. Rain intensity = 3.37(In/Hr) Total area = 23.490(Ac..) Total runoff = 19.100(CFS) Process from Point/Station 126.000 to Point/Station 124.000 * * * * IRREGULAR CHANNEL FLOW TRAVEL TIME * * * * Depth of flow = 0.554(Ft.), Average velocity = 4.971(Ft/5) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 2. Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 25.00 0.00 3 50.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 19.100(CFS) flow top width = 13.860 (Ft.) ' velocity= 4.971(Ft/s) area = 3.842(Sq.Ft) I Froude number = 1.664 16 Upstream point elevation = 150.000(Ft.) Downstream point elevation = 68.500(Ft.) Flow length = 1070.000(Ft.) Travel time = 3.59 mm. Time of concentration = 18.59 nun. Depth of flow = 0.554(Ft.) Average velocity = 4.971(Ftfs) Total irregular channel flow = 19.100(CFS) Irregular channel normal depth above invert elev. = 0.554 (Ft.) Average velocity of channel(s) = 4.971(Ft/s) Process from Point/Station 126.000 to Point/Station 124.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 23.490(Ac.) Runoff from this stream = 19.100(CFS) Time of concentration = 18.59 mm. Rainfall intensity = 2.937(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 146.256 22.36 2.607 2 19.100 18.59 2.937 Qmax(l) = 1.000 * 1.000 * 146.256) + 0.888 * 1.000 * 19.100) + = 163.211 Qmax(2) = 1.000 * 0.831 * 146.256) + 1.000 * 1.000 * 19.100) + = 140.692 Total of 2 streams to confluence: Flow rates before confluence point: 146.256 19.100 Maximum flow rates at confluence using above data: 163.211 140.692 Area of streams before confluence: 117.490 23.490 Results of confluence: Total flow rate = 163.211(CFS) Time of concentration = 22.358 mm. Effective stream area after confluence = 140.980(Ac.) + ++ ++ ++ ++ ++ + ++ ++ ++ ++++++++ +++++ ++ ++ ++ +4 ++ + ++ + + + + ++ + + ++ + + ++ + + + + + + +4+ ++ + Process from Point/Station 124.000 to Point/Station 128.000 * * * * IRREGULAR CHANNEL FLOW TRAVEL TIME * * * * Estimated mean flow rate at midpoint of channel = 169.152(CFS) 17 Depth of flow = 1.561(Ft.), Average velocity = 4.627(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchaiinel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 30.00 0.00 3 60.00 2.00 Mannings 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 169.152(CFS) flow top width = 46.837 (Ft.) velocity= 4.627(Ft/s) area = 36.561(Sq.Ft) Froude number = 0.923 Upstream point elevation = 68.500 (Ft.) Downstream point elevation = 40.000(Ft.) Flow length = 1720.000(Ft.) Travel time = 6.20 mm. Time of concentration = 28.55 min. Depth of flow = 1.561(Ft.) Average velocity = 4.627(Ft/s) Total irregular channel flow = 169.152(CFS) Irregular channel normal depth above invert elev. = 1.561(Ft.) Average velocity of channel(s) = 4.627(Ft/s) Adding area flow to channel - Rainfall intensity (I) = 2.227(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.227(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.467 CA = 78.597 Subarea runoff = 11.793(CFS) for 27.370(Ac.) Total runoff = 175.004(CFS) Total area = 168.350Ac.) Depth of flow = 1.581(Ft.), Average velocity = 4.666(Ftls) Process from Point/Station 124.000 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 = 168.350(Ac.) Runoff from this stream = 175.004(CFS) Time of concentration = 28.55 mm. Rainfall intensity = 2.227(In/Hr) 18 Program is now starting with Main Stream No. 2 Process from Point/Station 130.000 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 = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 280.000(Ft.) Highest elevation = 192.000(Ft.) Lowest elevation = 144.000(Ft.) Elevation difference = 48.000(Ft.) Slope = 17.143 % Top of Initial Area Slope adjusted by User to 8.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.75 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)] PC = [1.8*(1.1_0.3500)*( 100.000".5)/( 8.000"(1/3)1= 6.75 The initial area total distance of 280.00 (Ft.) entered leaves a remaining distance of 180.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.84 minutes for a distance of 180.00 (Ft.) and a slope of 17.14 % with an elevation difference of 30.86(Ft.) from the end of the top area Tt = (11.9*length(Mi)'3)f(elevation change(Ft.))]".385 *60(wjn/1) = 0.840 Minutes Tt=[(11.9*0.0341'3)/( 30.86)]".385= 0.84 Total initial area Ti = 6.75 minutes from Figure 3-3 formula plus 0.84 minutes from the Figure 3-4 formula = 7.59 minutes Rainfall intensity (I) = 5.234(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.081(CFS) Total initial stream area = 0.590(Ac.) Process from Point/Station 130.000 to Point/Station 132.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.590(Ac.) Runoff from this stream = 1.081(CFS) Time of concentration = 7.59 mm. Rainfall intensity = 5.234(In/Hr) 19 Process from Point/Station 132.000 to Point/Station 132.000 USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.550 given for subarea Rainfall intensity (I) = 2.801(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 20.00 mm. Rain intensity = 2.80(In/Hr) Total area = 26.600(Ac.) Total runoff = 38.400(CFS) Process from Point/Station 132.000 to Point/Station 132.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 26.600(Ac.) Runoff from this stream = 38.400(CFS) Time of concentration = 20.00 mm. Rainfall intensity = 2.801(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 1.081 7.59 5.234 2 38.400 20.00 2.801 Qmax(l) = 1.000 * 1.000 * 1.081) + 1.000 * 0.379 * 38.400) + = 15.653 Qmax(2) = 0.535 * 1.000 * 1.081) + 1.000 * 1.000 * 38.400) + = 38.978 Total of 2 streams to confluence: Flow rates before confluence point: 1.081 38.400 Maximum flow rates at confluence using above data: 15.653 38.978 Area of streams before confluence: 0.590 26.600 Results of confluence: Total flow rate = 38.978(CFS) Time of concentration = 20.000 mm. Effective stream area after confluence = 27.190(Ac.) Process from Point/Station 132.000 to Point/Station 132.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 20 Stream flow area = 27.190(Ac.) Runoff from this stream = 38.978(CFS) Time of concentration = 20.00 mm. Rainfall intensity = 2.801(In/Hr) Process from Point/Station 134.000 to Point/Station 132.000 USER DEFINED FLOW INFORMATION AT A POINT User specified 'C' value of 0.550 given for subarea Rainfall intensity (I) = 3.610(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.50 mm. Rain intensity = 3.61(In/Hr) Total area = 1.840(Ac.) Total runoff = 3.000(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 132.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.840(Ac.) Runoff from this stream = 3000(CFS) Time of concentration = 13.50 mm. Rainfall intensity = 3.610(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 38.978 20.00 2.801 2 3.000 13.50 3.610 Qmax(1) = 1.000 * 1.000 * 3.8.978) + 0.776 * 1.000 * 3.000) + = 41.307 Qmax(2) = 1.000 * 0.675 * 38.978) + 1.000 * 1.000 * 3.000) + = 29.310 Total of 2 streams to confluence: Flow rates before confluence point: 38.978 3.000 Maximum flow rates at confluence using above data: 41.307 29.310 Area of streams before confluence: 27.190 1.840 Results of confluence: Total flow rate = 41.307(CFS) Time of concentration = 20.000 mm. Effective stream area after confluence.= 29.030(Ac 21 Process from Point/Station 132.000 to Point/Station 128.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 55.942(CFS) Depth of flow = 1.725(Ft.), Average velocity = 7.520(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 10.00 0.00 3 20.00 4.00 Nanning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 55.942(CFS) flow top width = 8.625 (Ft.) velocity= 7.520(Ft/s) area = 7.439(Sq.Ft) Froude number = 1.427 Upstream point elevation = 144.000(Ft.) Downstream point elevation = 40.000(Ft.) Flow length = 2465.000(Ft.) Travel time = 5.46 mm. Time of concentration = 25.46 mm. Depth of flow = 1.725 (Ft.) Average velocity = 7.520(Ft/s) Total irregular channel flow = 55.942(CFS) Irregular channel normal depth above invert elev. = 1.725(Ft.) Average velocity of channel(s) = 7.520(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.397(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.397(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.434 CA = 29.415 Subarea runoff = 29.211(CFS) for 38.760(Ac.) Total runoff = 70.517(CFS) Total area = 67.790(Ac.) Depth of flow = 1.881(Ft.), Average velocity = 7.969(Ft/s) Process from Point/Station 132.000 to Point/Station 128.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: 22 In Main Stream number: 2 Stream flow area = 67.790 (Ac.) Runoff from this stream = 70.517(CFS) Time of concentration = 25.46 mm. Rainfall intensity = 2.397(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 175.004 28.55 2.227 2 70.517 25.46 2.397 Qmax(1) = 1.000 * 1.000 * 175.004) + 0.929 * 1.000 * 70.517) + = 240.499 Qmax(2) = 1.000 * 0.892 * 175.004) + 1.000 * 1.000 * 70.517) + = 226.578 Total of 2 main streams to confluence: Flow rates before confluence point: 175.004 70.517 Maximum flow rates at confluence using above data. 240.499 226.578 Area of streams before confluence: 168.350 67.790 Results of confluence: Total flow rate = 240.499(CFS) Time of concentration = 28.554 mm. Effective stream area after confluence = 236.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 140.000 **** SUBAREA FLOW ADDITION Rainfall intensity (I) = 2.227(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Time of concentration = 28.55 min. Rainfall intensity = 2.227(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.451 CA = 113.377 Subarea runoff = 11.947(CFS) for 15.330(Ac.) Total runoff = 252.446(CFS) Total area = 251.470(Ac.) 23. Process from Point/Station 128.000 to Point/Station 140.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Depth of flow = 1.303(Ft.), Average velocity = 2.975(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Infonnation entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 100.00 0.00 3 200.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 252.446(CFS) ' flow top width = 130.280(Ft.) 1 velocity= 2.975(Ft/s) ' area = 84.865(Sq.Ft) Froude number = 0.650 Upstream point elevation = 40.000(Ft.) Downstream point elevation = 36.000(Ft.) Flow length = 460.000(Ft.) Travel time = 2.58 mm. Time of concentration = 31.13 mm. Depth of flow = 1.303(Ft.) Average velocity = 2.975(Ft/s) Total irregular channel flow = 252.446(CFS) Irregular channel normal depth above invert elev. = 1.303(Ft.) Average velocity of channel(s) = 2.975(Ft/s) End of computations, total study area = 251.470 (Ac.) 24 APPENDIX 4 100 Yr. Proposed Hydrologic Calculations Basin 'E-F' (See Exhibit 'K') BASIN E-F ULTIMATE CONDITION San Diego County Rational Hydrology Program CIVILCDD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/28/12 ------------------------------------------------------------------------ I .Rancho Costera Basin E-F Ultimate Condition Vesting Tentative Map Preliminary Drainage Study Revised by JST 4/25/2012 G:\101307\hydrology\VestingTM\RCbasinEFr.out ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 NODE 508 24 hour precipitation(inches) = 4.300 EXISTING CONDITION P6/P24 = 60.5% San Diego hydrology manual 'C' values used Process from Point/Station 5000.000 to Point/Station 5000.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 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 0 = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 2.092(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 31.46 min. Rain intensity = 2.09(In/Hr) Total area = 509.400(Ac.) Total runoff = 512.740(CFS) 1 Process from Point/Station 5000.000 to Point/Station 5000.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 509.400(Ac.) Runoff from this stream = 512.740(CFS) Time of concentration = 31.46 mm. Rainfall intensity = 2.092(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 5002.000 to Point/Station 5004.000 * * * * INITIAL AREA EVALUATION * * * * Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 180.000(Ft.). Lowest elevation = 130.000(Ft.) Elevation difference = 50.000(Ft.) Slope = 50.000 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1_C)*distance(Ft.)*.5)/(% slope(1/3)] TC = E1.8*(1.1_0.3500)*( 100.000A.5)/( 30.000"(1/3)1= 434 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.'850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.240(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 5004.000 to Point/Station 5006.000 **** IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 130.000(Ft.) Downstream point elevation = 63.000 (Ft.) Channel length thru subarea = 700.000(Ft.) Channel base width = 1.000 (Ft.) Slope or 'Z of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 3.659(CPS) Manning's 'N' = 0.035 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 3.659(CFS) Depth of flow = 0.391(Ft.), Average velocity = 5.259(Ft/s) Channel flow top width = 2.563 (Ft.) Flow Velocity = 5.26 (Ft/s) Travel time = 2.22 mm. Time of concentration = 6.56 min. Critical depth = 0.531(Ft.) Adding area flow to channel Rainfall intensity (I) = 5.748(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.748(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 1.214 Subarea runoff = 6.741(CFS) for 3.370(Ac.) Total runoff = 6.981(CFS) Total area = 3.470(Ac.) Depth of flow = 0.538(Ft.), Average velocity = 6.247(Ftls) Critical depth = 0.734(Ft.) Process from Point/Station 5006.000 to Point/Station 5008.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 63.000 (Ft.) Downstream point/station elevation = 61.800 (Ft.) Pipe length = 68.00(Ft.) Slope = 0.0176 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.981(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 6.981(CFS) Normal flow depth in pipe = 9.00(hn.) Flow top width inside pipe = 18.00(In.) Critical Depth = 12.28(In.) Pipe flow velocity = 7.90(Ft/s) Travel time through pipe = 0.14 ann. Time of concentration (TC) = 6.71 mm. +++++++++++-I-+++++++++++++++++++++++++++++4-+++++++++++++++++++-f++++4+++ Process from Point/Station 5008.000 to Point/Station 5000.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 61.800(Ft.) Downstream point elevation = 57.000(Ft.) Channel length thru subarea = 330.000(Ft.) Channel base width = 1.000 (Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 6.981(CFS) Depth of flow = 0.839(Ft.), Average velocity = Channel flow top width = 4.356 (Ft.) Flow Velocity = 3.11 (Ft/s) Travel time = 1.77 mm. Time of concentration = 8.48 mm. Critical depth = 0.734(Ft.) 3.107 (Ftls) Process from Point/Station 5008.000 to Point/Station 5000.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.470(Ac.) Runoff from this stream = 6.981(CFS) Time of concentration = 8.48 min. Rainfall intensity = 4.873(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 512.740 31.46 2.092 2 6.981 8.48 4.873 Qmax(l) = 1.000 * 1.000 * 512.740) + 0.429 * 1.000 * 6.981) + = 515.736 Qmax(2) = 1.000 * 0.269 * 512.740) + 1.000 * 1.000 * 6.981) + = 145.135 Total of 2 main streams to confluence: Flow rates before confluence point: 512.740 6.981 Maximum flow rates at confluence using above data: 515.736 145.135 Area of streams before confluence: 509.400 3.470 Results of confluence: Total flow rate = 515.736(CFS) Time of concentration = 31.460 mm. Effective stream area after confluence = 512.870 (Ac.) 4 Process from Point/Station 5000.000 to Point/Station 5010.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 524.714(CFS) Depth of flow = 1.201(Ft.), Average velocity = 4.267(Ft/s) Irregular Channel Data Information entered for subchannel number 1 Point number .'X' coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 524.714(CFS) flow top width = 104.804(Ft.) velocity= 4.267(Ft/s) area = 122.977(Sq.Ft) Froude number = 0.694 Upstream point elevation = 57.000 (Ft.) Downstream point elevation = 51.000(Ft.) Flow length = 730.000 (Ft.) Travel time = 2.85 mm. Time of concentration = 34.31 mm. Depth of flow = 1.201 (Ft.) Average velocity = 4.267(Ft/s) Total irregular channel flow = 524.714(CFS) Irregular channel normal depth above invert elev. = 1.20]. (Ft.) Average velocity of channel(s) = 4.267(Ft/s) Adding area flow to channel Rainfall intensity (I) = 1.978(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 1.978(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.515 CA = 269.868 Subarea runoff = 18.016(CFS) for 10.760(Ac.) Total runoff = 533.753(CFS) Total area = 523.630(Ac.) Depth of flow = 1.213(Ft.), Average velocity = 4.295(Ft/s) Process from Point/Station 5000.000 to Point/Station 5010.000 CONFLUENCE OF MAIN STREAMS **** 5 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 523.630 (Ac.) Runoff from this stream = 533.753(CFS) Time of concentration = 34.31 mm. Rainfall intensity = 1.978(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 5011.000 to Point/Station 5012.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 60.000 (Ft.) Highest elevation = 169.500(Ft.) Lowest elevation = 140.000(Ft.) Elevation difference = 29.500(Ft.) Slope = 49.167 % Top of Initial Area Slope adjusted by User to 20.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 20.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.97 minutes PC = [1.8*(1.l_C)*distance(Ft.).5)/(% slope(1/3)] TC = [1.8*(1..1_0.3500)*( 100.000'.5)/( 20.000'(1/3)1= 4.97 Calculated PC of 4.973 minutes is less than 5 minutes, resetting PC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.240(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 5012.000 to Point/Station 5013.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width = Slope or Z' of left channe Slope or Z' of right chann Estimated mean flow rate at 140.000 (Ft.) 86. 000 (Ft . = 265.000(Ft.) l.000(Ft.) bank = 2.000 1 bank = 2.000 midpoint of channel = 2.395 (CFS) Manning's N' = 0.035 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 2.395(CFS) Depth of flow = 0.257(Ft.), Average velocity = Channel flow top width = 2.030(Ft.) Flow Velocity = 6.14 (Ft/s) Travel time = 0.72 mm. Time of concentration = 5.69 mm. Critical depth = 0.422(Ft.) Adding area flow to channel Rainfall intensity (I) = 6.300(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 6.300(In/Hr) for a Effective runoff coefficient used for total (Q=KCIA) is C = 0.350 CA = 0.714 6.139(Ft/s) 100.0 year storm 100.0 year storm area Subarea runoff = 4.259(CFS) for 1.940(Ac.) Total runoff = 4.498(CFS) Total area = 2.040(Ac.) Depth of flow = 0.358(Ft.), Average velocity = 7.323(Ft/s) Critical depth = 0.586 (Ft.) Process from Point/Station 5013.000 to Point/Station 5014.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 86.000(Ft.) Downstream point/station elevation = 79.050 (Ft.) Pipe length = 35.00(Ft.) Slope = 0.1986 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.498(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 4.498(CFS) Normal flow depth in pipe = 3.77 (In.) Flow top width inside pipe = 14.65(In.) Critical Depth = 9.77(In.) Pipe flow velocity = 16.74(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 5.73 mm. Process from Point/Station 5013.000 to Point/Station 5014.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.040(Ac.) Runoff from this stream = 4.498(CFS) Time of concentration = 5.73 mm. 7 Rainfall intensity = 6.276(In/Hr) ++++++++++++++++++++++++++++++++++++++++-f+++++++++++++++++++++++++++++ Process from Point/Station 5015.000 to Point/Station 5016.000 * * ** INITIAL AREA EVALUATION * * * * Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL I (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 85.000(Ft.) Highest elevation = 148.600(Ft.) Lowest elevation = 145.800(Ft.) Elevation difference = 2.800(Ft.) Slope = 3.294 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.29 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.25 minutes TC = [1.8*(1.1_C)*distance (Ft.)*.5)/(% slope-(1/3)] TC = (1.8*(1.1_0.5700)*( 95.000'.5)/( 3.290'(1/3)1= 6.25 Rainfall intensity (I) = 5.931(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.338(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 5016.000 to Point/Station 5017.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 145.800(Ft.) End of street segment elevation = 142.500(Ft.) Length of street segment = 360.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 [2] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(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 = 2.917(CPS) 8 Depth of flow = 0.299(Ft.), Average velocity = 1.911(Ft/s) Streetfiow hydraulics at midpoint of Street travel: Halfstreet flow width = 8.129 (Ft.) Flow velocity = 1.91(Ft/s) Travel time = 3.14 mm. TC = 9.39 mm. Adding area flow to street Rainfall intensity (I) = 4.562(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less Impervious value, Ai.= 0.400 Sub-Area C Value = 0.570 Rainfall, intensity = 4.562(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.180 Subarea runoff = 5.044(CFS) for 1.970(Ac.) Total runoff = 5.382(CFS) Total area = 2.070(Ac.) Street flow at end of street = 5.382(CFS) Half street flow at end of street = 2.691(CFS) Depth of flow = 0.348(Ft.), Average velocity = 2.200(Ft/s) Flow width (from curb towards crown)= 10.586(Ft.) Process from Point/Station 5017.000 to Point/Station 5014.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 135.500 (Ft.) Downstream point/station elevation = 79.050 (Ft.) Pipe length = 510.00(Ft.) Slope = 0.1107 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.382(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.382(CFS) Normal flow depth in pipe = 4.78(In.) Flow top width inside pipe = 15.89(In.) Critical Depth = 10.73(m.) Pipe flow velocity = 14.33(Ft/s) Travel time through pipe = 0.59 mm. Time of concentration (TC) = 9.98 mm. Process from Point/Station 5017.000 to Point/Station 5014.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.070(Ac.) Runoff from this stream = 5.382(CFS) Time of concentration = 9.98 mm. Rainfall intensity = 4.385(In/Hr) Summary of stream data: 9 Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/fir) 1 4.498 5.73 6.276 2 5.382 9.98. 4.385 Qmax(1) = 1.000 * 1.000 * 4.498) + 1.000 * 0.574 * 5.382) + = 7.586 Qmax(2) = 0.699 * 1.000 * 4.498) + 1.000 * 1.000 * 5.382) + = 8.526 Totalof 2 streams to confluence: Flow rates before confluence point: 4.498 5.382 Maximum flow rates at confluence using above data: 7.586 8.526 Area of streams before confluence: 2.040 2.070 Results of confluence: Total flow rate = 8.526(CFS) Time of concentration = 9.984 mm. Effective stream area after confluence = 4.110(Ac.) Process from Point/Station 5014.000 to Point/Station 5018.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 79.050 (Ft.) Downstream point/station elevation = 60.000 (Ft.) Pipe length = 96.00(Ft.) Slope = 0.1984 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.526(CFS) Given pipe size = 18.00(m.) Calculated individual pipe flow = 8.526(CFS) Normal flow depth in pipe 5.20 (In.) Flow top width inside pipe = 16.32(In.) Critical Depth = 13.57 (In.) Pipe flow velocity = 20.14(Ft/s). Travel time through pipe = 0.08 mm. Time of concentration (TC) = 10.06 mm. Process from Point/Station 5018.000 to Point/Station 5010.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 60.000(Ft.) Downstream point elevation = 51.000(Ft.) Channel length thru subarea = 460.000 (Ft.) Channel base width = 1.000 (Ft.) Slope or 'Z' of left channel bank = 2.000 10 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 8.526(CFS) Depth of flow = 0.859(Ft.), Average velocity = 3.652(Ft/s) Channel flow top width = 4.436 (Ft.) Flow Velocity = 3.65(Ft/s) Travel time = 2.10 mm. Time of concentration = 12.16 mm. Critical depth = 0.813 (Ft.) +++++++++++++++++++++++++++++++++++++.f-++++++++++++++++++++++++++++++++ Process from Point/Station 5018.000 to Point/Station 5010.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.110 (Ac.) Runoff from this stream = 8.526(CPS) Time of concentration = 12.16 mm. Rainfall intensity = 3.861(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 5020.000 to Point/Station 5022.000 USER DEFINED FLOW INFORMATION AT A POINT **** 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 (MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 2.458(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 24.49 mm. Rain intensity = 2.46(In/Hr) Total area = 115.070(Ac.) Total runoff = 137.250(CFS) Process from Point/Station 5020.000 to Point/Station 5022.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 115.070 (Ac.) Runoff from this stream = 137.250(CFS) Time of concentration = 24.49 mm. Rainfall intensity = 2.458(In/Hr) Process from Point/Station 5024.000 to Point/Station 5022.000 USER DEFINED FLOW INFORMATION AT A POINT **** 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 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 3.378(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 14.96 mm. Rain intensity = 3.38(In/Hr) Total area = 56.590(Ac.) Total runoff = 98.630(CFS) Process from Point/Station 5024.000 to Point/Station 5022.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 56.590(Ac.) Runoff from this stream = 98.630(CFS) Time of concentration = 14.96 mm. Rainfall intensity = 3.378(In/I-lr) Summary of stream data: Stream Flow rate PC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 137.250 24.49 2.458 2 98.630 14.96 3.378 Qmax(1) = 1.000 * 1.000 * 137.250) + 0.728 * 1.000 * 98.630) + = 209.020 Qmax(2) = 1.000 * 0.611 * 137.250) + 1.000 * 1.000 * 98.630) + = 182.471 Total of 2 streams to confluence: Flow rates before confluence point: 137.250 98.630 Maximum flow rates at confluence using above data: 209.020 182.471 Area of streams before confluence: 115.070 56.590 Results of confluence: Total flow rate = 209.020(CFS) Time of concentration = 24.490 mm. Effective stream area after confluence = 171.660(Ac.) 12 Process from Point/Station 5022.000 to Point/Station 5010.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 210.107(CFS) Depth of flow = 1.788(Ft.), Average velocity = 7.363(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subcharinel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 3.00 2 10.00 0.00 3 20.00 0.00 4 30.00 3.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 210.107(CFS) ' flow top width = 21.919(Ft.) velocity= 7.363(Ft/s) area = 28.534(Sq.Ft) Froude number = 1.137 Upstream point elevation = 70.000(Ft.) Downstream point elevation = 51.000(Ft.) Flow length = 870.000(Ft.) Travel time = 1.97 mm. Time of concentration = 26.46 mm. Depth of flow = 1.788 (Ft.) Average velocity = 7.363(Ft/s) Total irregular channel flow = 210.107(CFS) Irregular channel normal depth above invert elev. = 1.788Ft.) Average velocity of channel(s) = 7.363(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.339(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.517 CA = 90.264 Subarea runoff = 2.086(CFS) for 2.860(Ac.) Total runoff = 211.106(CFS) Total area = 174.520(Ac.) Depth of flow = 1.792(Ft.), Average velocity = 7.373(Ft/s) ++ + + + + + + + ++ + + + +++++ + + + + + + + +++ + ++ +++................................... Process from Point/Station 5022.000 to Point/Station 5010.000 **** CONFLUENCE OF MAIN STREAMS 13 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 174.520(Ac.) Runoff from this stream = 211.106(CFS) Time of concentration = 26.46 mm. Rainfall intensity = 2.339(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (nun) (In/Hr) 1 533.753 34.31 1.978 2 8.526 12.16 3.861 3 211.106 26.46 2.339 Qmax(1) = 1.000 * 1.000 * 533.753) + 0.512 * 1.000 * 8.526) + 0.846 * 1.000 * 211.106) + = 716.647 Qmax(2) = 1.000 * 0.354 * 533753) + 1.000 * 1.000 * 8.526) + 1.000 * 0.460 * 211.106) + = 294.782 Qmax(3) = 1.000 * 0.771 * 533.753) + 0.606 * 1.000 * 8.526) + 1.000 * 1.000 * 211.106) + = 627.872 Total of 3 main streams to confluence: Flow rates before confluence point: 533.753 8.526 211.106 Maximum flow rates at confluence using above data: 716.647 294.782 627.872 Area of streams before confluence: 523.630 4.110 174.520 Results of confluence; Total flow rate = 716.647(CFS) Time of concentration = 34.311 mm. Effective stream area after confluence = 702.260(Ac.) Process from Point/Station 5010.000 to Point/Station 5010.000 SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 1.978(In/Hr) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 14 for a 100.0 year storm (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration = 34.31 mm. Rainfall intensity = 1.978(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C =0.514 CA = 363.840 Subarea runoff = 2.964(CFS) for 5.180(Ac.) Total runoff = 719.611(CFS) Total area = 707.440(Ac.) Process from Point/Station 5010.000 to Point/Station 5034.000 IRREGULAR CHANNEL FLOW TRAVEL TINE Depth of flow = 1.161(Ft.), Average velocity = 6.057(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-channel flow = 719.610(CFS) flow top width = 104.644(Ft.) velocity= 6.057(Ft/s) area = 118.798(Sq.Ft) Froude number = 1.002 Upstream point elevation = 51.000(Ft.) Downstream point elevation 42.000(Ft.) Flow length = 520.000 (Ft.) Travel time = 1.43 mm. Time of concentration = 35.74 mm. Depth of flow = 1.161 (Ft.) Average velocity = 6.057(Ft/s) Total irregular channel flow = 719.611(CFS) Irregular channel normal depth above invert elev. = 1.161 (Ft.) Average velocity of channel(s) = 6.057(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f++++++++++ Process from Point/Station 5010.000 to Point/Station 5034.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 707.440 (Ac.) Runoff from this stream = 719.611(CFS) Time of concentration = 35.74 mm. Rainfall intensity- 1.926(In/Hr) 15 Program is now starting with Main Stream No. 2 Process from Point/Station 5036.000 to Point/Station 5038.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 236.000(Ft.) Lowest elevation = 225.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 11.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.07 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)] TC= [1.8*(1.1_0.3500)*( 100.000".5)/( 11.000'(1/3)1= 6.07 Rainfall intensity (I) = 6.045(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.212(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 5038.000 to Point/Station 5040.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 225.000(Ft.) Downstream point elevation = 50.000 (Ft.) Channel length thru subarea = 970.000 (Ft.) Channel base width = 3.000(Ft.) Slope or Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 1. 413 (CFS) Mannings N = 0.015 Maximum depth of channel = 1. 000 (Ft Flow(q) thru subarea = 1 413 (CFS) Depth of flow = 0.068(Ft.), Average velocity = 6.807 (Ft/s) Channel flow top width = 3 135(Ft.) Flow Velocity = 6.81 (Ft/s) Travel time = 2.38 mm. Time of concentration = 8.45 mm. Critical depth = 0.188 (Ft.) Adding area flow to channel 16 Rainfall intensity (I) = 4.885(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ) (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm Effective runoff coefficient Used for total area (Q=KCIA) is C = 0.350 CA = 0.518 Subarea runoff = 2.319(CFS) for 1.380(Ac.) Total runoff = 2.531(CFS) Total area = 1.480(Ac.) Depth of flow = 0.096(Ft.), Average velocity = 8.508(Ft/s) Critical depth = 0.273(Ft.) Process from Point/Station 5040.000 to Point/Station 5040.000 **** SUBAREA FLOW ADDITION Rainfall intensity (I) = 4.885(In/Hr) for a 100.0 year storm User specified C value of 0.950 given for subarea Time of concentration = 8.45 mm. Rainfall intensity = 4.885(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.763 CA = 3.615 Subarea runoff = 15.129(CFS) for 3.260 (Ac.) Total runoff = 17.660(CFS) Total area = 4.740(Ac.) +++++++++++++++++++++++-l-+++++++++++++++++++++++-f++++++++++ 4-+++++++++++ Process from Point/Station 5040.000 to Point/Station 5042.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 50.000 (Ft.) Downstream point/station elevation = 44.790(Ft.) Pipe length = 148.00(Ft.) Slope = 0.0352 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.660(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 17.660(CFS) Normal flow depth in pipe = 9.14 (In.) Flow top width inside pipe = 31.34(In.) Critical Depth = 16.12(In.) Pipe flow velocity = 12.52 (Ft/s). Travel time through pipe = 0.20 mm. Time of concentration (TC) = 8.64 mm. Process from Point/Station 5040.000 to Point/Station 5042.000 CONFLUENCE OF MINOR STREAMS **** 17 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.740 (Ac.) Runoff from this stream = 17.660(CFS) Time of concentration = 8.64 mm. Rainfall intensity = 4.813(In/Hr) +++.++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++.++++ Process from Point/Station 5044.000 to Point/Station 5046.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 71.000(Ft.) Lowest elevation = 66.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.54 minutes TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope"(1/3)) TC = [1.8*(1.1_0.5700)*( 100.000".5)/( 5.000^(1/3)1= 5.58 Rainfall intensity (I) = 6.383(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.364(CFS) Total initial stream area = 0.100 (Ac.) Process from Point/Station 5046.000 to Point/Station 5048.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 66.000(Ft.) Downstream point elevation = 56.000 (Ft.) Channel length thru subarea = 430.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.902(CFS) Manning 's 'N = 0.035 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 2.902(CFS) Depth of flow = 0.495(Ft.), Average velocity = 2.944(Ft/s) Channel flow top width = 2.981(Ft.) Flow Velocity = 2.94 (Ft/s) 18 Travel time = 2.43 mm. Time of concentration = 8.01 mm. Critical depth = 0.469 (Ft.) Adding area flow to channel Rainfall intensity (I) = 5.053(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.053(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.066 Subarea runoff = 5.023(CFS) for 1.770(Ac.) Total runoff = 5.386(CFS) Total area = 1.870(Ac.) Depth of flow = 0.667(Ft.), Average velocity = 3.461(Ft/s) Critical depth = 0.648(Ft.) Process from Point/Station 5048.000 to Point/Station 5042.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 51.000 (Ft.) Downstream point/station elevation = 44.790 (Ft.) Pipe length = 36.00(Ft.) Slope = 0.1725 Manning's N 0.013 No. of pipes = 1 Required pipe flow = 5.386(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.386(CFS) Normal flow depth in pipe = 4.27(In.) Flow top width inside pipe = 15.32(In.) Critical Depth = 10.73(In.) Pipe flow velocity = 16.79(Ft/s) Travel time through pipe = 0.04 mm. Time of concentration (TC) = 8.05 mm. +++++++++++++++.++++++++++.++++++++++.+.+++.++++++++++.+.+++++++++++++ Process from Point/Station 5048.000 to Point/Station 5042.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.870 (Ac.) Runoff from this stream = 5.386(CFS) Time of concentration = 8.05 mm. Rainfall intensity = 5.039(Iri/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 19 1 17.660 8.64 4.813 2 5.386 8.05 5.039 Qmax(1) = 1.000 * 1.000 * 17.660) + 0.955 * 1.000 * 5.386) + = 22.805 Qmax(2) = 1.000 * 0.931 * 17.660) + 1.000 * 1.000 * 5.386) + = 21.834 Total of 2 streams to confluence: Flow rates before confluence point: 17.660 5.386 Maximum flow rates at confluence using above data: 22.805 21.834 Area of streams before confluence: 4.740 1.870 Results of confluence: Total flow rate = 22.805(CFS) Time of concentration = 8.642 min. Effective stream area after confluence = 6.610(Ac.) Process from Point/Station 5042.000 to Point/Station 5050.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 44.460 (Ft.) Downstream point/station elevation = 43.620 (Ft.) Pipe length = 168.26(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.805(CFS) Given pipe size = 36.00 (In.) Calculated individual pipe flow = 22.805(CFS) Normal flow depth in pipe = 17.65 (In.) Flow top width inside pipe = 35.99 (In.) Critical Depth = 18.42(In.) Pipe flow velocity = 6.61 (Ft/s) Travel time through pipe = 0.42 mm. Time of concentration (TC) = 9.07 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5050.000 to Point/Station 5034.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.807(Ft.), Average velocity = 3.494(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number X' coordinate 'Y' coordinate 1 0.00 4.00 2 8.00 0.00 3 16.00 4.00 Manning's 'N friction factor = 0.035 20 1 719.611' 2 22.805 Qmax(1) = 1.000 * 0.438 * Qmax(2) = 1.000 * 1.000 * :'•4 1.926 9.93 4.402 1.000 * 719.611) + 1.000 * 22.805) + = 0.278 * 719.611) + 1.000 * 22.805) + = 729.591 222.633 ----------------------------------------------------------------- Sub-Channel flow = 22.805(CFS) flow top width = 7.226 (Ft.) velocity= 3.494(Ft/s) area = 6.527(Sg.Ft) I Froude number = 0.648 Upstream point elevation = 43.620 (Ft.) Downstream point elevation = 42.000 (Ft.) Flow length = 180.000 (Ft.) Travel time = 0:86 mm. Time of concentration = 9.93 mm. Depth of flow = 1.807 (Ft.) Average velocity = 3.494(Ft/s) Total irregular channel flow = 22.805(CFS) Irregular channel normal depth above invert elev. = 1.807 (Ft.) Average velocity of channel(s) = 3.494(Ft/s) Process from Point/Station 5050.000 to Point/Station 5034.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flOw area = 6610(Ac.) Runoff from this stream = 22.805(CFS) Time of concentration = 9.93 mm. Rainfall intensity = 4.402(In/Hr) Summary of stream data: Stream Flow rate PC Rainfall Intensity No. (CFS) (mm) (In/Hr) Total of 2 main streams to confluence: Flow rates before confluence point: 719.611 22.805 Maximum flow rates at confluence using above data: 729.591 222.633 Area of streams before confluence: 707.440 6.610 Results of confluence: 21 Total flow rate = 729.591(CFS) Time of concentration = 35.742 min. Effective stream area after confluence = 714.050(Ac.) Process from Point/Station 5034.000 to Point/Station 5052.000 IMPROVED CHANNEL TRAVEL TIME **** EXISTING DOUBLE 81X4' RCS Covered channel Upstream point elevation 42.000(Ft.) Downstream point elevation = 40.000(Ft.) Channel length thru subarea = 108.000 (Ft.) Channel base width = 16.000(Ft.) Slope or 'Z• of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 729.591(CFS) Depth of flow = 2.298(Ft.), Average velocity = Channel flow top width = 16.000(Ft.) Flow Velocity = 19.84 (Ft/s) Travel time = 0.09 min. Time of concentration = 35.83 mm. Critical depth = 4.000(Ft.) Q 72i'9 cs 177119. 19 .840(Ft/s) Process from Point/Station 5034.000 to Point/Station 5052.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 714.050(Ac.) Runoff from this stream = 729.591(CFS) Time of concentration = 35.83 mm. Rainfall intensity = 1.923(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 7000.000 to Point/Station 7007.000 **** USER DEFINED FLOW INFORMATION AT A POINT ' User specified 'C' value of 0.700 given for subarea Rainfall intensity (I) = 3.229(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 16.05 mm. Rain intensity = 3.23(In/Hr) Total area = 72.820(Ac.) Total runoff = 163.030(CFS) I Process from Point/Station 7000.000 to Point/Station 7007.000 **** CONFLUENCE OF MAIN STREAMS **** 22 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 72.820(Ac.) Runoff from this stream = 163.030(CFS) Time of concentration = 16.05 mm. Rainfall intensity = 3.229(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++-f+++4-+++++-4-f++++++++++++++++++++++++++++++++ Process from Point/Station 8003.000 to Point/Station 7007.000 USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C. value of 0.900 given for subarea Rainfall intensity (I) = 5.688(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 6.67 mm. Rain intensity .= 5.69(In/Hr) Total area = 2.450(Ac.) Total runoff = 13.200(CFS) Process from Point/Station 8003.000 to Point/Station 7007.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.450(Ac.) Runoff from this stream = 13.200(CFS) Time of concentration = 6.67 mm. Rainfall intensity = 5.688(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 729.591 35.83 1.923 2 163.030 16.05 3.229 3 13.200 6.67 5.688 Qmax(1) = 1.000 * 1.000 * 729.591) + 0.596 * 1.000 * 163.030) + 0.338 * 1.000 * 13.200) + = 831.169 Qmax(2) = 1.000 * 0.448 * 729.591) + 1.000 * 1.000 * 163.030) + 0.568 * 1.000 * 13.200) + = 497.314 Qnia.x(3) = 1.000 * 0.186 * 729.591) + 1.000 * 0.416 * 163.030) + 1.000 * 1.000 * 13.200) + = 216.759 Total of 3 main streams to confluence: 23 Flow rates before confluence point: 729.591 163.030 13.200 Maximum flow rates at confluence using above data: 831.169 497.314 216.759 Area of streams before confluence: 714.050 72.820 2.450 Results of confluence: Total flow rate = 831.169(CFS) Time of concentration = 35.833 mm. Effective stream area after confluence = 789.320(Ac.) End of computations, total study area = 789.320 (Ac.) 24 APPENDIX S 100 Yr. Proposed Hydrologic Calculations Basin 'G' (See Exhibit 'K') 10 BASING ULTIMATE CONDITION San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/27/12 ------------------------------------------------------------------------ Rancho Costera Basin G Vesting Tentative Map Preliminary Drainage Study g:\101307\Hydrology\VestingTM\RCbasinG .out ------------------------------------------------------------------------ Hydrology Study Control Information ------------------------------------------------------------------------ Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual C values used Process from Point/Station 300.000 to Point/Station 301.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL 1 (4.3 DO/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 207.100(Ft.) Lowest elevation = 205.000(Ft.) Elevation difference = 2.100(Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (FL) for the top area slope value of 2.10 %, in a development type of 1 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.29 minutes TC = [1.8*(1.1_C)*distance(Ft.)'%.5)/(% slope(1/3)] TC= [1.8*(1.1_0.5200)*( 80.000'.5)/( 2.100'(1/3)1= 7.29 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.35 minutes for a distance of 20.00 (Ft.) and a slope of 2.10 % with an elevation difference of 0.42(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]'.385 *60(min/) = 0.347 Minutes Tt=[(11.9*0.0038A3)/( 0.42)].385= 0.35 Total initial area Ti = 7.29 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.64 minutes Rainfall intensity (I) = 5.212(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.271(CFS) Total initial stream area = 0.100(Ac.) +++++++++++++++++++++++.+.++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 205.000(Ft.) End of street segment elevation = 166.000(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 [2] 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 = 2.000(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 = 5.243(CFS) Depth of flow = 0.289(Ft.), Average velocity = 3.823 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.636 (Ft.) Flow velocity = 3.82(Ft/s) Travel time = 4.36 mm. PC = 12.00 mm. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL 3.895(In/Hr) for a A = 0.000 B = 0.000 C = 0.000 D = 1.000 100.0 year storm (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 3.895(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 2.590 Subarea runoff = 9.816(CFS) for 4.880(Ac.) Total runoff = 10.087(CFS) Total area = 4.980 (Ac.) Street flow at end of Street = 10.087(CFS) Half Street flow at end of street = 5.043(CFS) Depth of flow = 0.340 (Ft.), Average velocity = 4 .438(Ft/s) Flow width (from curb towards crown)= 10.168(Ft.) Process from Point/Station 302.000 to Point/Station 303.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/Station elevation = 159.000(Ft.) Downstream point/station elevation = 155.000 (Ft.) Pipe length = 90.00(Ft.) Slope = 0.0444 Nannings N 0.013 No. of pipes = 1 Required pipe flow = 10.087(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.087(CFS) Normal flow depth in pipe = 9.61 (In.) Flow top width inside pipe = 14.39(In.) Critical Depth = 14.23 (In.) Pipe flow velocity = 12.15 (Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 12.12 min. Process from Point/Station 302.000 to Point/Station 303.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream. number: 1 in normal stream number 1 Stream flow area = 4.980(Ac.) Runoff from this stream = 10.087(CFS) Time of concentration = 12.12 mm. Rainfall intensity = 3.869(In/Hr) Process from Point/Station 304.000 to Point/Station 305.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Al = 0.400 / Sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 179.300(Ft.) Lowest elevation = 177.000(Ft.) Elevation difference = 2.300(Ft.) Slope = 2.091 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)1 TC= [1.8*(1.1_0.5700)*( 80.000'.5)/( 2.100'(1/3)1= 6.66 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.48 minutes for a distance of 30.00 (Ft.) and a slope of 2.00 % with an elevation difference of 0.60(Ft.) from the end of the top area Tt = (11.9*length(Mi)3)/(elevation change(Ft.))]'.385 *60(giin/hr) = 0.483 Minutes Tt=[(11.9*0.00573)/( 0.60)3.385= 0.48 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 0.48 minutes from the Figure 3-4 formula = 7.15 minutes Rainfall intensity (I) = 5.441(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.310(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 305.000 to Point/Station 303.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 177.000(Ft.) End of street segment elevation = 162.000(Ft.) Length of street segment = 490.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 [2] side(s) of the Street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Cutter width = 1.500(Ft.) Cutter hike from flowline = 2.000(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 = 4.795(CFS) Depth of flow = 0.292(Ft.), Average velocity = 3.411(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 7.748 (Ft.) 4 Flow velocity = 3.41(Ft/s) Travel time = 2.39 mm. TC = 9.54 nun. Adding area flow to street Rainfall intensity (I) = 4.516(In/Hr) for a 100.0 year storm User specified 'C' value of 0.550 given for subarea Rainfall intensity = 4.516(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.551 CA = 2.021 Subarea runoff = 8.814(CFS) for 3.570 (Ac.) Total runoff = 9.124(CFS) Total area = 3.670 (Ac.) Street flow at end of street = 9.124(CFS) Half street flow at end of street = 4.562(CFS) Depth of flow = 0.342(Ft.), Average velocity = 3.951(Ft/s) Flow width (from curb towards crown)= 10.257(Ft.) Process from Point/Station 305.000 to Point/Station 303.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.670(Ac.) Runoff from this stream = 9.124(CFS) Time of concentration = 9.54 mm. Rainfall intensity = 4.516(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/fir) 1 10.087 12.12 3.869 2 9.124 9.54 4.516 Qmax(1) = 1.000 * 1.000 * 10.087) + 0.857 * 1.000 * 9.124) + = 17.905 Qmax(2) = 1.000 * 0.787 * 10.087) + 1.000 * 1.000 * 9.124) + = 17.063 Total of 2 streams to confluence: Flow rates before confluence point: 10.087 9.124 Maximum flow rates at confluence using above data: 17.905 17.063 Area of streams before confluence: 4.980 3.670 Results of confluence: Total flow rate = 17.905(CFS) Time of concentration = 12.122 mm. Effective stream area after confluence = 8.650(Ac.) 5 Process from Point/Station 303.000 to Point/Station 306.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 155.000 (Ft.) Downstream point/station elevation = 145.000 (Ft.) Pipe length = 245.00(Ft.) Slope = 0.0408 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.905(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 17.905(CFS) Normal flow depth in pipe = 12.68(In.) Flow top width inside pipe = 16.43(m.) Critical depth could not be calculated. Pipe flow velocity = 13.47(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 12.42 mm. Process from Point/Station 303.000 to Point/Station 306.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.650(Ac.) Runoff from this stream = 17.905(CFS) Time of concentration = 12.42 mm. Rainfall intensity = 3.808(In/Hr) Process from Point/Station 307.000 to Point/Station 308.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 160.500(Ft.) Lowest elevation = 159.000(Ft.) Elevation difference = 1.500(Ft.) Slope = 1.500 % Top of Initial Area Slope adjusted by User to 1.570 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.57 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.34 minutes TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope"(1/3)] TC = [1.8*(1.10.5700)*( 80.000".5)/( 1.570'(1/3)J= 7.34 The initial area total distance of 100.00 (Ft.) entered leaves a 6 remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.39 minutes for a distance of 20.00 (Ft.) and a slope of 1.50 % with an elevation difference of 0.30(Ft.) from the end of the top area Tt = [l1.9*length(Mi)3)/(elevation change(Ft.))]'.385 *60(min/hr) = 0.395 Minutes Tt=[(11.9*0.00383)/( 0.30)]'.385= 0.39 Total initial area Ti = 7.34 minutes from Figure 3-3 formula plus 0.39 minutes from the Figure 3-4 formula = 7.74 minutes Rainfall intensity (I) = 5.169(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.295(CFS) Total initial stream area = 0.100 (Ac.) Process from Point/Station 308.000 to Point/Station 306.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 159.000(Ft.) End of street segment elevation = 152.000 (Ft.) Length of street segment = 480.000 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half Street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 [2] 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 = 2.000(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 flaw rate at midpoint of street = 3.192(CFS) Depth of flow = 0.289(Ft.), Average velocity = 2.336(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 7.621 (Ft.) Flow velocity = 2.34(Ft/s) Travel time = 3.42 mm. PC = 11.16 mm. Adding area flow to street Rainfall intensity (I) = 4.081(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL (7.3 flU/A or Less Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.081(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.465 Subarea runoff = 5.684(CFS) for .2.470(Ac.) Total runoff = 5.978(CFS) Total area = 2.570 (Ac. Street flow at end-of street = 5.978(CFS) Half street flow at end of Street = 2.989(CFS) Depth of flow = 0.337(Ft.), Average velocity = 2.694(Ft/s) Flow width (from curb towards crown)= 10.035(Ft.) Process from Point/Station 308.000 to Point/Station 306.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.570(Ac.) Runoff from this stream = 5.978(CFS) Time of concentration = 11.16 mm. Rainfall intensity = 4.081(Iri/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (mm) 1 17.905 12.42 2 5.978 11.16 Qmax(1) = 1.000 * 1.000 * 0.933 * 1.000 * Rainfall Intensity (In/Hr) 3.808 4.081 17.905) + 5.978) + = 23.484 Qmax(2) = 1.000 * 0.898 * 17.905) + 1.000 * 1.000 * 5.978) + = 22.063 Total of 2 streams to confluence: Flow rates before confluence point; 17.905 5.978 Maximum flow rates at confluence using above data: 23.484 22.063 Area of streams before confluence: 8.650 2.570 Results of confluence: Total flow rate = 23.484(CFS) Time of concentration = 12.425 mm. Effective stream area after confluence = 11.220(Ac.) Process from Point/Station 306.000 to Point/Station 309.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 145.000(Ft.) Downstream point/station elevation = 130.000(Ft.) Pipe length = 425.00(Ft.) Slope = 0.0353 Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 23.484(CFS) Nearest computed pipe diameter = 21.00(In.) 8 Calculated individual pipe flow = 23.484(CFS) Normal flow depth in pipe = 14.06 (In.) Flow top width inside pipe = 19.75 (In.) Critical Depth = 19.93(m.) Pipe flow velocity = 13.71 (Ft/s) Travel time through pipe = 0.52 mm. Time of concentration (TC) = 12.94 'min. Process from Point/Station 306.000 to Point/Station 309.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.220(Ac.) Runoff from this stream = 23.484(CFS) Time of concentration = 12.94 mm. Rainfall intensity = 3.710(In/Hr) Process from Point/Station 310.000 to Point/Station 311.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 flU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 30.000(Ft.) Highest elevation = 155.000(Ft.) Lowest elevation = 154.700(Ft.) Elevation difference = 0.300(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.69 minutes PC = (1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)1 TC= (1.8*(1.1_0.5700)*( 65.000'.5)/( 1.000'(1/3)]= 7.69 Rainfall intensity (I) = 5.189(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.296(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 311.000 to Point/Station 309.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 9 Top of street segment elevation = 154.700 (Ft.) End of street segment elevation = 137.000 (Ft.) Length of street segment = 425.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 = 2.000(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 = 3.899(CFS) Depth of flow = 0.316(Pt.), Average velocity = 4.288(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 8.982 (Ft.) Flow velocity = 4.29 (Ft/s) Travel time = 1.65 mm. TC = 9.34 mm. Adding area flow to street Rainfall intensity (I) = 4.577(m/fir) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.577(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.624 Subarea runoff = 7.139(CFS) for 2.750 (Ac.) Total runoff = 7.435(CFS) Total area = 2.850(Ac.' Street flow at end of street = 7.435(CFS) Half street flow at end of street = 7.435(CFS) Depth of flow = 0.372(Ft.), Average velocity = 4.988(Ft/s) Flow width (from curb towards crown)= 11.782(Ft.) Process from Point/Station 311.000 to Point/Station 309.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.850(Ac.) Runoff from this stream = 7.435(CFS) Time of concentration = 9.34 mm. Rainfall intensity = 4.577(In/Hr) Summary of stream data: 10 Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 23.484 12.94 3.710 2 7.435 9.34 4.577 Qmax(l) = 1.000 * 1.000 * 23.484) + 0.810 * 1.000 * 7.435) + = 29.510 Qmax(2) = 1.000 * 0.722 * 23.484) + 1.000 * 1.000 * 7.435) + = 24.390 Total of 2 streams to confluence: Flow rates before confluence point: 23.484 7.435 Maximum flow rates at confluence using above data: 29.510 24.390 Area of streams before confluence: 11.220 2.850 Results of confluence: Total flow rate = 29.510(CFS) Time of concentration = 12.941 mm. Effective stream area after confluence = 14.070(Ac.) Process from Point/Station 309.000 to Point/Station 318.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 130.000(Ft.) Downstream point/station elevation = 122.100 (Ft.) Pipe length = 140.00(Ft.) Slope = 0.0564 Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 29.510(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 29.510(CFS) Normal flow depth in pipe = 13.99 (In.) Flow top width inside pipe = 19.80 (In.) Critical depth could not be calculated. Pipe flow velocity = 17.32 (Ft/s) Travel time through pipe = 0.13 mm. Time of concentration (TC) = 13.08 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 318.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.070(Ac.) Runoff from this stream = 29.510(CFS) Time of concentration = 13.08 mm. Rainfall intensity = 3.685(In/Hr) 11 Program is now starting with Main Stream No. 2 Process from Point/Station 312.000 to Point/Station 313.000 * INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 175.900(Ft.) Lowest elevation = 173.900(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.77 minutes TC = [1.8*(1.1_C)*distance(Ft.)#.5)/(% slope(1/3)] TC = [1.8*(1.1_0.5700)*( 80.000".5)/( 2.000'(1/3)1= 6.77 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.35 minutes for a distance of 20.00 (Ft.) and a slope of 2.00 % with an elevation difference of 0.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)3)/(elevation change(Ft.))]".385 *60(min/hr) = 0.354 Minutes Tt=[(1l.9*0.0038A3)/ ( 0.40)]^ .385= 0.35 Total initial area Ti = 6.77 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.13 minutes Rainfall intensity (I) = 5.451(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.311(CFS) Total initial stream area = 0.100 (Ac.) +++++++++-f+++++++++++++++++++++++++++++++++++++++.++++++++.++++++.++++ Process from Point/Station 313.000 to Point/Station 314.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 173.900(Ft.) End of street segment elevation = 151.000(Ft.) Length of street segment. .= 1000.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half Street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter' to grade break (v/hz) = 0.020 12 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500 (Ft.) Gutter hike from flowline = 2.000(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 = 8.709(CFS) Depth of flow = 0.350(Ft.), Average velocity = 3.497(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 10.689(Ft.) Flow velocity = 3.50(Ft/s) Travel time = 4.77 mm. TC = 11.89 mm. Adding area flow to street Rainfall intensity (I) = 3.918(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.918(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 4.332 Subarea runoff = 16.660(CFS) for 7.500(Ac.) Total runoff = 16.971(CFS) Total area = 7.600(Ac.) Street flow at end of street = 16.971(CFS) Half street flow at end of street = 8.485(CFS) Depth of flow = 0.417(Ft.), Average velocity = 4.102(Ft/s) Flow width (from curb towards crown)= 14.021(Ft.) Process from Point/Station 314.000 to Point/Station 315.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 144.000 (Ft.) Downstream point/station elevation = 137.000 (Ft.) Pipe length = 170.00(Ft.) Slope = 0.0412 Manning's No. of pipes = 1 Required pipe flow 16.971(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 16.971(CFS) Normal flow depth in pipe = 12.14 (In.) Flow top width inside pipe = 16.87(m.) Critical depth could not be calculated. Pipe flow velocity = 13.39(Ft/s) Travel time through pipe = 0.21 mm. Time of concentration (PC) = 12.10 mm. N = 0.013 13 Process from Point/Station 314.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.600 (Ac.) Runoff from this stream = 16.971(CFS) Time of concentration = 12.10 mm. Rainfall intensity = 3.873(In/Hr) Process from Point/Station 316.000 to Point/Station 317.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 flU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 30.000(Ft.) Highest elevation = 164.900(Ft.) Lowest elevation = 164.600(Ft.) Elevation difference = 0.300(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.69 minutes TC = [1.8*(1.1_C)*distance(Ft.)^.5)/(% slope'(1/3)] TC= [1.8*(1.1._0..5700)*( 65.000".5)/( 1.000'(1/3)]= 7.69 Rainfall intensity (I) = 5.189(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.296(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 317.000 to Point/Station 315.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 164.600(Ft.) End of street segment elevation = 144.000(Ft.) Length of street segment = 510.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 [11 side(s) of the street 14 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 = 2.000(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 = 2.487(CFS) Depth of flow = 0.285(Ft.), Average velocity = 3.832(Ft/s) Streetf low hydraulics at midpoint of street travel: Halfstreet flow width = 7.392 (Ft.) Flow velocity = 3.83(Ft/s) Travel time = 2.22 mm. TC = 9.91 mm. Adding area flow to street Rainfall intensity (I) = 4.406(In/Hr) for a 100.0 year storm 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 (MEDIUM DENSITY RESIDENTIAL ) (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.406(In/Hr). for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.049 Subarea runoff = 4.326(CFS) for 1.740 (Ac.) Total runoff = 4.621(CFS) Total area = 1.840(Ac.) Street flow at end of street = 4.621(CFS) Half street flow at end of street = 4.621(CFS) Depth of flow = 0.331(Ft.), Average velocity = 4.407(Ft/s) Flow width (from curb towards crown)= 9.727 (Ft.) Process from Point/Station 317.000 to Point/Station 315.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.840(Ac.) Runoff from this stream = 4.621(CFS) Time of concentration = 9.91 mm. Rainfall intensity = 4.406(In/Hr) Summary of stream data: Stream Flow rate PC No. (CFS) (mm) 1 16.971 12.10 2 4.621 9.91 Qmax(1) = 1.000 * 1.000 * 0.879 * 1.000 * Rainfall Intensity (In/Hr) 3.873 4.406 16.971) + 4.621) + = 21.033 15 Qniax(2) = 1.000 * 0.819 *• 16.971) + 1.000 * 1.000 * 4.621) + = 18.516 Total of 2 streams to confluence: Flow rates before confluence point: 16.971 4.621 Maximum flow rates at confluence using above data: 21.033 18.516 Area of streams before confluence: 7.600 1.840 Results of confluence: Total flow rate = 21.033(CFS) Time of concentration = 12.103 min. Effective stream area after confluence = 9.440 (Ac.) Process from Point/Station 315.000 to Point/Station 318.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 137.000(Ft.) Downstream point/station elevation = 122.100 (Ft.) Pipe length = 235.00(Ft.) Slope = 0.0634 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.033(CFS) Nearest computed pipe diameter = 18.00(m.) Calculated individual pipe flow = 21.033(CFS) Normal flow depth in pipe = 12.12 (In.) Flow top width inside pipe = 16.89(In.) Critical depth could not be calculated. Pipe flow velocity = 16.61(Ft/s) Travel time through pipe = 0.24 mm. Time of concentration (TC) = 12.34 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 318.000 ****CONFLJCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.440(Ac.) Runoff from this stream = 21.033(CFS) Time of concentration = 12.34 mm. Rainfall intensity = 3.825(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 319.000 to Point/Station 320.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 16 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 90.000 (Ft.) Highest elevation = 143.600(Ft.) Lowest elevation = 141.750(Ft.) Elevation difference = 1.850(Ft.) Slope = 2.056 % Top of Initial Area Slope adjusted by User to 2.100 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.5700)*( 80.000".5)/( 2.100"(113)1- 6.66 The initial area total distance of 90.00 (Ft.) entered leaves a remaining distance of 10.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.21 minutes for a distance of 10.00 (Ft.) and a slope of 2.00 % with an elevation difference of 0.20(Ft.) from the end of the top area Tt = [11.9*length(Mi)3)/(elevation change(Ft.))JA.385 *60(mjn/hr) = 0.207 Minutes Tt=[(11.9*0.0019'3)/( 0.20)].385= 0.21 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 0.21 minutes from the Figure 3-4 formula = 6.87 minutes Rainfall intensity (I) = 5.581(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.318(CFS) Total initial stream area = 0.100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+++++++++ Process from Point/Station 320.000 to Point/Station 321.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 141.750(Ft.) End of street segment elevation = 132.200 (Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 [2] 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 = 2.000(m.) Mannings N in gutter = 0.0150 17 Mannings N from gutter to grade break = 0.0150 Manning' & N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.968(CFS) Depth of flow = 0.362(Ft.), Average velocity = 2.539(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width.= 11.267(Ft.) Flow velocity = 2.54(Ft/s) Travel time = 5.51 mm. TC = 12.38 mm. Adding area flow to street Rainfall intensity (I) = 3.816(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL I (7.3 DU/A or Less Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.816(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 3.534 Subarea runoff = 13.169(CPS) for 6.100(Ac.) Total runoff = 13.487(CFS) Total area = 6.200 (Ac.) Street flow at end of street = 13.487(CFS) Half street flow at end of street = 6.744(CFS) Depth of flow = 0.431(Ft.), Average velocity = 2.976(Ft/s) Flow width (from curb towards crown)= 14.708(Ft.) Process from Point/Station 321.000 to Point/Station 318.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 125.200(Ft.) Downstream point/station elevation = 122.100(Ft.) Pipe length = 210.00(Ft.) Slope = 0.0148 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.487(CFS) Nearest computed pipe diameter = 21.00(m.) Calculated individual pipe flow = 13.487(CFS) Normal flow depth in pipe = 12.96 (In.) Flow top width inside pipe = 20.42(In.) Critical Depth = 16.39(In.) Pipe flow velocity = 8.66(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 12.79 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4.-I--4-+ Process from Point/Station 321.000 to Point/Station 318.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 6.200(Ac.) 18 Runoff from this stream = 13.487(CFS) Time of concentration = 12.79 mm. Rainfall intensity = 3.738(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 29.510 13.08 3.685 2 21.033 12.34 3.825 3 13.487 12.79 3.738 Qmax(1) = 1.000 * 1.000 * 29.510) + 0.963 * 1.000 * 21.033) + 0.986 * 1.000 * 13.487) + = 63.065 Qxnax(2) = 1.000 * 0.944 * 29.510) + 1.000 * 1.000 * 21.033) + 1.000 * 0.965 * 13.487) + = 61.894 Qmax(3) = 1.000 * 0.978 * 29.510) + 0.977 * 1.000 * 21.033) + 1.000 * 1.000 * 13.487) + = 62.901 Total of 3 main streams to confluence: Flow rates before confluence point: 29.510 21.033 13.487 Maximum flow rates at confluence using above data; 63.065 61.894 62.901 Area of streams before confluence: 14.070 9.440 6.200 Results of confluence: Total flow rate = 63.065(CFS) Time of concentration = 13.076 mm. Effective stream area after confluence = 29.710 (Ac.) Process from Point/Station 318.000 to Point/Station 328.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 122.090 (Ft.) Downstream point/station elevation = 100.440 (Ft.) Pipe length = 740.00(Ft.) Slope = 0.0293 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.065(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 63.065(CFS) Normal flow depth in pipe = 22.22 (In.) Flow top width inside pipe = 26.30(In.) Critical depth could not be calculated. Pipe flow velocity = 16.i.7(Ft/s) 19 Travel time through pipe = 0.76 mm. Time of concentration (TC) = 13.84 mm. Process from Point/Station 318.000 to Point/Station 328.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 29.710(Ac.), Runoff from this stream = 63.065(CFS) Time of concentration = 13.84 mm. Rainfall intensity = 3.553(In/Hr) Process from Point/Station 330.000 to Point/Station 332.000 INITIAL AREA EVALUATION * * * * Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 17.000(Ft.) Highest elevation = 135.860(Ft.) Lowest elevation = 135.500(Ft.) Elevation difference = 0.360(Ft.) Slope = 2.118 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow, distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.83 minutes '-.. TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope"(1/3)] TC = [1.8*(1.1_0.7100)*( 75.000".5)/( 2.000"(1/3)]= 4.83 Calculated TC of 4.825 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.486(CFS) Total initial stream area = 0.100 (Ac.) Process from Point/Station 332.000 to Point/Station 328.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 135.500(Ft.) End of street segment elevation = 105.440(Ft.) 20 Length of street segment = 710.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 2.000(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 = 3.270(CFS) Depth of flow = 0.256(Ft.), Average velocity = 3.576(Ft/s) Streetfiow hydraulics at midpoint of Street travel: Halfstreet flow width = 5.956(Ft.) Flow velocity = 3.58 (Ft/s) Travel time = 3.31 mm. TC = 8.13 mm. Adding area flow to street Rainfall intensity (I) = 5.005(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 5.005(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 Ca = 1.179 Subarea runoff = 5.412(CFS) for 1.560 (Ac.) Total runoff = 5.899(CFS) Total area = 1.660(Ac.) Street flow at end of street = 5.899(CFS) Half street flow at end of street = 2.949(CFS) Depth of flow = 0.295(Ft.), Average velocity = 4.052(Ft/s) Flow width (from curb towards crown)= 7.908 (Ft.) Process from Point/Station 332.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.660 (Ac.) Runoff from this stream = 5.899(CFS) Time of concentration = 8.13 mm. Rainfall intensity = 5.005(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 21 1 63.065 13.84 3.553 2 5.899 8.13 5.005 Qmax(1) = 1.000 * 1.000 * 63.065) + 0.710 * 1.000 * 5.899) + = 67.252 Qmax(2) = 1.000 * 0.588 * 63.065) + 1.000 * 1.000 * 5.899) + = 42.968 Total of 2 streams to confluence: Flow rates before confluence point: 63.065 5.899 Maximum flow rates at confluence using above data: 67.252 42.968 Area of streams before confluence: 29.710 1.660 Results of confluence: Total flow rate = 67.252(CFS) Time of concentration = 13.839 mm. Effective stream area after confluence = 31.370(Ac.) +++++++++++++++++++++++++f++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 334.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 100.440 (Ft.) Downstream point/station elevation = 99.710 (Ft.) Pipe length = 45.00(Ft.) Slope = 0.0162 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 67.252(CFS) Nearest computed pipe diameter = 33.00 (In.) Calculated individual pipe flow = 67.252(CFS) Normal flow depth in pipe = 27.00(m.) Flow top width inside pipe = 25.46(m.) Critical Depth = 30.81(m.) Pipe flow velocity = 12.93 (Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 13.90 mm. Process from Point/Station 328.000 to Point/Station 334.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 31.370 (Ac.) Runoff from this stream = 67.252(CFS) Time of concentration = 13.90 mm. Rainfall intensity = 3.543(In/Hr) Program is now starting with Main Stream No. 2 22 +++++++++++++++++++++++++++++++++++++++++-f+++++++++++++++++++++++4++++ Process from Point/Station 358.000 to Point/Station 359.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 250.000(Ft.) Highest elevation = 133.000(Ft.) Lowest elevation = 130.500(Ft.) Elevation difference = 2.500(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.66 minutes TC = [1.8*(1.1_C)*distance(Ft.)".5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.7100)*( 65.000".5)/( 1.000"(1/3)1= 5.66 The initial area total distance of 250.00 (Ft.) entered leaves a remaining distance of 185.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.56 minutes for a distance of 185.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.85(Ft.) from the end of the top area Tt = [11.9*length(Mi)'3)/(elevation change(Ft.))]'.385 *60(min/1) = 2.560 Minutes Tt=[(11.9*0.0356"3)/( 1.85)1'.385= 2.56 Total initial area Ti = 5.66 minutes from Figure 3-3 formula plus 2.56 minutes from the Figure 3-4 formula = 8.2.2 minutes Rainfall intensity (I) = 4.971(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.353(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 359.000 to Point/Station 360.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 130.500(Ft.) Downstream point elevation = 128.000(Ft.) Channel length thru subarea = 380.000 (Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 0.050 Slope or 'Z' of right channel bank = 0.050 Estimated mean flow rate at midpoint of channel = 9.006(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500 (Ft.) 23 Flow(q) thru subarea = 9.006(CFS) Depth of flow = 0.179(Ft.), Average velocity = 2.520(Ft/s) Channel flow top width = 20.018(Ft.) Flow Velocity = 2.52(Ft/s) Travel time = 2.51 mm. Time of concentration = 10.73 mm. Critical depth = 0.184(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.185(In/Mr) for a 100.0 year storm 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 (HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 4.185(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 4.203 Subarea runoff = 17.238(CFS) for 5.820(Ac.) Total runoff = 17.591(CFS) Total area = 5.920(Ac.) Depth of flow = 0.268(Ft.), Average velocity = 3.282(Ft/s) Critical depth = 0.289(Ft.) Process from Point/Station 360.000 to Point/Station 362.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream..pôint/.station elevation = 113 .000 (Ft.) ...Dowstream point/station elevation = '1.09.640(Ft.) Pipe length = 380.00(Ft.) Slope = 0.0088 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17 .591 (CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.591(CFS) Normal flow depth in pipe = 16.64(In.) Flow top width inside pipe = 22.13 (In..). Critical Depth = 18.13(In.) Pipe flow velocity = 7.57(Ft/s) Travel time through pipe = 0.84 mm. Time of concentration (TC) = 11.57 mm. Process from Point/Station 360.000 to Point/Station 362.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = . 5.920(Ac.) Runoff from this stream = 17.591(CFS) Time of concentration = 11.57 mm. Rainfall intensity = 3.987(In/Hr) 24 Process from Point/Station 364.000 to Point/Station 366.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 250.000(Ft.) Highest elevation = 133.000(Ft.) Lowest elevation = 131.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 0.800 % Top of Initial Area Slope adjusted by User to 0.740 % Bottom of Initial Area Slope adjusted by User to 0.740 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.74 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.49 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope'(1/3)] TC = [1.8*(1.1_0.7100)*( 50.000'.5)/( 0.740'(1/3)1= 5.49 The initial area total distance of 250.00 (Ft.) entered leaves a remaining distance of 200.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.05 minutes for a distance of 200.00 (Ft.) and a slope of 0.74 % with an elevation difference of 1.48(Ft.) from the end of the top area Tt = [11.9*length(Mi)'3)/(elevation change(Ft.))1.385 *60(min/hr) = 3.053 Minutes Tt=[(11.9*0.0379'3)/( 1.48)]A.385= 3.05 Total initial area Ti = 5.49 minutes from Figure 3-3 formula plus 3.05 minutes from the Figure 3-4 formula = 8.54 minutes Rainfall intensity (I) = 4.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.344(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 366.000 to Point/Station 356.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 131.000 (Ft.) Downstream point elevation = 128.700(Ft.) Channel length thru subarea = 240.000(Ft..) Channel base width = 20.000 (Ft.) Slope or 'Z of left channel bank = 0.050 Slope or 'Z of right channel bank = 0.050 Estimated mean flow rate at midpoint of channel = 4.950(CFS) 25 Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 4.950(CFS) Depth of flow = 0.111(Ft.), Average velocity = 2.226(Ft/s) Channel flow top width = 20.011 (Ft.) Flow Velocity = 2.23 (Ft/s) Travel time = 1.80 mm. Time of concentration = 10.34 mm. Critical depth = 0.124(Ft.) Adding area flow to channel Rainfall intensity-(I) = 4.288(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less Impervious value, Al = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 4.288(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 2.208 Subarea runoff = 9.124(CFS) for 3.010 (Ac.) Total runoff = 9.468(CFS) Total area = 3.110(Ac.) Depth of flow = 0.164(Ft.), Average velocity = 2.879(Ft/s) Critical depth = 0.191(Ft.,) Process from Point/Station 356.000 to Point/Station 362.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 123.720 (Ft.) Downstream point/station elevation = 109.640(Ft.) Pipe length = 190.00(Ft.) Slope = 0.0741 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.468(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 9.468(CFS) Normal flow depth in pipe = 9.59(In.) Flow top width inside pipe = 9.62(In.) Critical depth could not be calculated. Pipe flow velocity = 14.07(Ft/s) Travel time through pipe = 0.23 mm. Time of concentration (TC) = 10.56 mm. Process from Point/Station 356.000 to Point/Station 362.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.110(Ac.) Runoff from this stream = 9.468(CFS) Time of concentration = 10.56 mm. 26 Rainfall intensity = 4.229(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 17.591 11.57 3.987 2 9.468 10.56 4.229 Qmax(1) = 1.000 * 1.000 * 17.591) + 0.943 * 1.000 * 9.468) + = 26.518 Qxnax(2) = 1.000 * 0.913-* 17.591) + 1.000 * 1.000 * 9.468) + = 25.527 Total of 2 streams to confluence: Flow rates before confluence point: 17.591 9.468 Maximum flow rates at confluence using above data: 26.518 25.527 Area of streams before confluence: 5.920 3.110 Results of confluence: Total flow rate = 26.518(CFS) Time of concentration = 11.571 mm. Effective stream area after confluence = 9.030(Ac.) ++++++++++++++++++.+++++++++++++++++++++++++++++++++.+++++++++++++++++ Process from Point/Station 362.000 to Point/Station 342.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 109.640 (Ft.) Downstream point/station elevation = 105.000 (Ft.) Pipe length = 300.00(Ft.) Slope = 0.0155 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.518(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 26.518(CFS) Normal flow depth in pipe = 18.54 (In.) Flow top width inside pipe = 20.12 (In.) Critical Depth = 21.58(In.) Pipe flow velocity = 10.18(Ft/s) Travel time through pipe = 0.49 mm. Time of concentration (TC) = 12.06 mm. Process from Point/Station 362.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.030(Ac.) Runoff from this stream = 26.518(CFS) 27 Time of concentration = 12.06 mm. Rainfall intensity = 3.882(In/Hr) Process from Point/Station 336.000 to Point/Station 338.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A =. 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C •= 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Al = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 100.000(Ft.) Highest elevation 133.000(Ft.) Lowest elevation = 132.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.66 minutes TC = (1..8*(1.1_C)*distance(Ft.).5)/(% slope-(1/3)] TC = [1.8*(1.1_0.7100)*( 65.000".5)I( 1.000"(1/3)1= 5.66 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.71 minutes for a distance of 35.00 (Ftj and a slope of 1.00 % with an elevation difference of 0.35(Ft.) from the end of the top area Tt = [11.9*1ength(Mi)'3)/(elevation change(Ft.))]".385 *60(min/hr) = 0.710 Minutes Tt=[(11.9*0.0066'3) /( 0.35)]".385= 0.71 Total initial area Ti = 5.66 minutes from Figure 3-3 formula plus 0.71 minutes from the Figure 3-4 formula = 6.37 minutes Rainfall intensity (I) = 5.860(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.416(CFS) Total initial stream area = 0.100 (Ac.) Process from Point/Station 338.000 to Point/Station 340.000 IMPROVED CHANNEL TRAVEL TIME Upstream point.elevation = 132.000 (Ft.) Downstream point elevation = 128.500(Ft.) Channel length thru subarea = 465.000(Ft.) Channel base width = 20.000 (Ft.) Slope or 'Z' of left channel bank = 0.050 Slope or Z' of right channel bank = 0.050 28 Estimated mean flow rate at midpoint of channel = 6.453(CFS) Manning's 'N' - = 0.015 Maximum depth of channel = 0.500 (Ft.) Flow(q) thru subarea = 6.453(CFS) Depth of flow = 0.140(Ft.), Average velocity = 2.299(Ft/s) Channel flow top width = 20.014 (Ft.) Flow Velocity = 2.30(Ft/s) Travel time = 3.37 mm. Time of concentration = 9.74 mm. Critical depth = 0.148(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.456(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL - ] (24.0 DU/A• or Less Impervious value, Al = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 4.456(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 2.783 Subarea runoff = 11.985(CFS) for 3.820(Ac.) Total runoff = 12.401(CFS) Total area = 3.920(Ac.) Depth of flow = 0.208(Ft.), Average velocity = 2.978(Ft/s) Critical depth = 0.229 (Ft.) Process from Point/Station 340.000 to Point/Station 342.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 123.000 (Ft.) Downstream point/station elevation = 105.000 (Ft.) Pipe length = 90.00(Ft.) Slope = 0.2000 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.401(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 12.401(CFS) Normal flow depth in pipe = 7.96(In.) Flow top width inside pipe = 11.34(In.) Critical depth could not be calculated. Pipe flow velocity = 22.42 (Ft/s) Travel time through pipe = 0.07 mm. Time of concentration (TC) = 9.81 mm. Process from Point/Station 340.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number Stream flow area = 3.920(Ac.) Runoff from this stream = 12.401(CFS) 29 Time of concentration = 9.81 min. Rainfall intensity = 4.436(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.518 12.06 3.882 2 12.401 9.81 4.436 Qmax(1) = 1.000 * 1.000 * 26.518) + 0.875 * 1.000 * 12.401) + = 37.370 Qmax(2) = 1.000 * 0.813 * 26.518) + 1.000 * 1.000 * 12.401) + = 33.963 Total of 2 streams to confluence: Flow rates before confluence point: 26.518 12.401 Maximum flow rates at confluence using above data: 37.370 33.963 Area of streams before confluence: 9.030 3.920 Results of confluence: Total flow rate = 37.370(CFS) Time of concentration = 12.062 mm. Effective stream area after confluence = 12.950(Ac.) Process from Point/Station 342.000 to Point/Station 334.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 105.000 (Ft.) Downstream point/station elevation = 99.710(Ft.) Pipe length = 85.00(Ft.) Slope = 0.0622 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.370(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 37.370(CFS) Normal flow depth in pipe = 16.27(m.) Flow top width inside pipe = 17.55(In.) Critical depth could not be calculated. Pipe flow velocity = 18.69(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (TC) = 12.14 mm. ++++++++++++++++++++++++++++++++++-I.+++++++++-f+++++++++++++++++++-f+++++ Process from Point/Station 342.000 to Point/Station 334.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 30 Stream flow area = 12.950(Ac.) Runoff from this stream = 37.370(CFS) Time of concentration = 12.14 mm. Rainfall intensity = 3.866 (In/FIr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 67.252 13.90 3.543 2 37.370 12.14 3.866 Qmax(1) = 1.000 * 1.000 * 67.252) + 0.916 * 1.000 * 37.370) + = 101.498 Qmax(2) = 1.000 * 0.873 * 67.252) + 1.000 * 1.000 * 37.370) + = 96.109 Total of 2 main streams to confluence: Flow rates before confluence point: 67.252 37.370 Maximum flow rates at confluence using above data: 101.498 96.109 Area of streams before confluence: 31.370 12.950 Results of confluence: Total flow rate = 101.498(CFS) Time of concentration = 13.897 mm. Effective stream area after confluence = 44.320 (Ac.) Process from Point/Station 334.000 to Point/Station 344.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 99.710 (Ft.) Downstream point/station elevation = 84.270 (Ft.) Pipe length = 315.00(Ft.) Slope = 0.0490 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 101.498(CFS) Nearest computed pipe diameter = 33.00(m.) Calculated individual pipe flow = 101.498(CFS) Normal flow depth in pipe 23.72 (In.) Flow top width inside pipe = 29.67(In.) Critical depth could not be calculated. Pipe flow velocity = 22.19(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 14.13 mm. Process from Point/Station 334.000 to Point/Station 344.000 31 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 44.320(Ac..) Runoff from this stream = 101.498(CFS) Time of concentration = 14.13 rain. Rainfall intensity = 3.505(In/Hr) Process from Point/Station 346.000 to Point/Station 348.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 flU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 119.000(Ft.) Lowest elevation = 118.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.66 minutes TC = [1.8*(1.1_C)*distance(Ft.).5)/(% slope(1/3)1 TC = [1.8*(1.l_0.7100)*( 65.000A.5)/( 1.000A(1/3)]= 5.66 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.). Using Figure 3-4, the travel time for this distance is 0.71 minutes for a distance of 35.00 (Ft.) and a slope of '1.00 % with an elevation difference of 0.35(Ft.) from the end of the top area Tt = [11.9*length(Mi)l3)/(elevation change(Ft.))]'.385 *60(min/) = 0.710 Minutes Tt=[(11.9*0.00663)/( 0.35)1.385= 0.71 Total initial area Ti = 5.66 minutes from Figure 3-3 formula plus 0.71 minutes from the Figure 3-4 formula = 6.37 minutes Rainfall intensity (I) = 5.860(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710. Subarea runoff = 0.416(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 348.000 to Point/Station 350.000 IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 118.000(Ft.) 32 Downstream point elevation. = 114.000(Ft.) Channel length thru subarea = 460.000 (Ft.) Channel base width = 20.000 (Ft.) Slope or 'Z' of left channel bank = 0.050 Slope or 'Z' of right channel bank = 0.050 Estimated mean flow rate at midpoint of channel = 7.076(CFS) Manning's 'N' = 0.015 Maximum depth of channel 0.500 (Ft.) Flow(q) thru subarea = 7.076(CFS) Depth of flow = 0.142(Ft.), Average velocity = 2.491(Ft/s) Channel flow top width = 20.014 (Ft.) Flow Velocity = 2.49 (Ft/s) Travel time = 3.08 mm. Time of concentration = 9.45 mm. Critical depth = 0.156(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.544(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL I (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 4.544(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 3.003 Subarea runoff = 13.232(CFS) for 4.130 (Ac.) Total runoff = 13.648(CFS) Total area = 4.230 (Ac.) Depth of flow = 0.211(Ft.), Average velocity = 3.231(Ft/s) Critical depth = 0.242(Ft.) ++++++++++++++++++++++++++++++++++-f++4-++++++++++++++++++++++++++++++++ Process from Point/Station 350.000 to Point/Station 344.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 110.000 (Ft.) Downstream point/station elevation = 84.270 (Ft.) Pipe length = 155.00(Ft.) Slope = 0.1660 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.648(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow 13.648(CFS) Normal flow depth in pipe = 9.25 (In.) Flow top width inside pipe = 10.09(In.) Critical depth could not be calculated. Pipe flow velocity = 21.01(Ft/s) Travel time through pipe = 0.12 mm. Time of concentration (TC) = 9.57 mm. Process from Point/Station 350.000 to Point/Station 344.000 33 **** CONFLUENCE OF MINOR STRE114S Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.230(Ac.) Runoff from this stream = 13.648(CFS) Time of concentration = 9.57 mm. Rainfall intensity = 4.507 (In/fir) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 101.498 14.13 3.505 2 13.648 9.57 4.507 Qmax(1) = 1.000 * 1.000 * 101.498) + 0.778 * 1.000 * 13.648) + = 112.112 Qmax(2) = 1.000 * 0.677 * 101.498) +• 1.000 * 1.000 * 13.648) + = 82.379 Total of 2 streams to confluence: Flow rates before confluence point: 101.498 13.648 Maximum flow rates at confluence using above data: 112.112 82.379 Area of streams before confluence: 44.320 4.230 Results of confluence: Total flow rate = 112.112(CFS) Time of concentration = 14.133 mm. Effective stream area after confluence = 48.550(Ac.) Process from Point/Station 344.000 to Point/Station 352.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 84.270 (Ft.) Downstream point/station elevation = 79.170 (Ft.) Pipe length = 105.00(Ft.) Slope = 0.0486 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 112.112(CFS) Nearest computed pipe diameter 33.00 (In.) Calculated individual pipe flow = 112.112(CFS) Normal flow depth in pipe = 25.97 (In.) Flow top width inside pipe = 27.03(In.) Critical depth could not be calculated. Pipe flow velocity = 22.35(Ft/s) Travel time through pipe = 0.0.8 mm. Time of concentration (TC) = 14.21 rain. +++++++++++++++++++++++++++++++++++++++++++++++++-f++++++++++++++++++++ 34 Process from Point/Station 344.000 to Point/Station 352.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 48.550(Ac.) Runoff from this stream = 112.112(CFS) Time of concentration = 14.21 min. Rainfall intensity = 3.492(hn/Hr) Process from Point/Station 354.000 to Point/Station 356.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL I (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 430.000(Ft.) Highest elevation = 134.000(Ft.) Lowest elevation = 128.700(Ft.) Elevation difference = 5.300(Ft.) Slope = 1.233 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.23 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.28 minutes TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope'(1/3)] TC = [l.8*(1.1_0.7100)*( 65.000'.5)/( l.230'(1/3)1= 5.28 The initial area total distance of 430.00 (Ft.) entered leaves a remaining distance of 365.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.99 minutes for a distance of 365.00 (Ft.) and a slope of 1.23 % with an elevation difference of 4.49(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))J.385 *60(min/) = 3.990 Minutes Tt=[(11.9*0.06913)/( 4.49)]".385= 3.99 Total initial area Ti = 5.28 minutes from Figure 3-3 formula plus 3.99 minutes from the Figure 3-4 formula = 9.27 minutes Rainfall intensity (I) = 4.600(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 3.233(CFS) Total initial stream area = 0.990(Ac.) +++++4-+++++++++++++++++++++++++++++++++++++++-I-++++++++++±++++++++±++++ Process from Point/Station 356.000 to Point/Station 352.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 35 Top of street segment elevation = 128.700(Ft.) End of Street segment elevation = 84.170(Ft.) Length of Street segment = 810.000 (Ft.) Height of curb above gutter flowline = 6.0(m.) Width of half Street (curb to crown) = 38.000(Ft.) Distance from crown to crossfall grade break = 36.500(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 [2] 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 = 2.000(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 = 6.746(CFS) Depth of flow = 0.295(Ft.), Average velocity = 4.621(Ft/s) Streetf low hydraulics at midpoint of street travel: Halfstreet flow width = 7.921(Ft.) Flow velocity = 4.62 (Ft/s) Travel time = 2.92 mm. TC = 12.19 mm. Adding area flow to street Rainfall intensity (I) = 3.855(In/Hr) for a 100.0 year storm 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 (HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less Impervious value, Al = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 3.855(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 2.627 Subarea runoff = 6.893(CFS) for 2.710(Ac.) Total runoff = 10.126(CFS) Total area = 3.700(Ac.) Street flow at end of street = 10.126(CFS) Half street flow at end of street = 5.063(CFS) Depth of flow = 0.326(Ft.), Average velocity = 5.067(Ft/s) Flow width (from curb towards crown)= 9.469 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++4-+++++..++++++++ Process from Point/Station 356.000 to Point/Station 352.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.700(Ac.) Runoff from this stream = 10.126(CFS) Time of concentration = 12.19 mm. Rainfall intensity = 3.855(In/Hr) Summary of stream data: 36 Stream Flow-rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 112.112 14.21 3.492 2 10.126 12.19 3.855 Qmax(1) = 1.000 * 1.000 * 112.112) + 0.906 * 1.000 * 10.126) + = 121.286 Qntax(2) = 1.000 * 0.858 * 112.112) + 1.000 * 1.000 * 10.126) + = 106.320 Total of 2 streams to confluence: Flow rates before confluence point: 112.112 10.126 Maximum flow rates at confluence using above data: 121.286 106.320 Area of streams before confluence: 48.550 3.700 Results of confluence: Total flow rate = 121.286(CFS) Time of concentration = 14.212 mm. Effective stream area after confluence = 52.250(Ac.) Process from Point/Station 352.000 to Point/Station 368.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 79.170 (Ft.) Downstream point/station elevation = 77.470 (Ft.) Pipe length = 45.00(Ft.) Slope = 0.0378 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 121.286(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 121.286(CFS) Normal flow depth in pipe = 27.61 (In.) Flow top width inside pipe = 30.44 (In.) Critical depth could not be calculated. Pipe flow velocity = 20.84 (Ft/s) Travel time through pipe = 0.04 nun. Time of concentration (TC) = 14.25 min. End of computations, total study area = 52.250 (Ac.) Q 'Do 12I.2.A zc gM /1 37 APPENDIX 6 100 Yr. Proposed Hydrologic Calculations Basin 'H' (See Exhibit 'K') Ii BASIN H ULTIMATE CONDITION San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/27/12 ------------------------------------------------------------------------ Rancho Costera Basin H Vesting Tentative Map Preliminary Drainage Study g:\101307\Hyd\VestingTM\RCbasinH.out ------------------------------------------------------------------------ ***** Hydrology Study Control Information ***** Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used Process from Point/Station -2000.000 to Point/Station 2002.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 207.100(Ft.) Lowest elevation = 205.000(Ft.) Elevation difference = 2.100(Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 1 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.29 minutes TC = (1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)3 TC = [1.8*(1.1_0.5200)*( 80.000A.5)/( 2.100'(1/3)]= 7.29 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.35 minutes for a distance of 20.00 (Ft.) and a slope of 2.10 % with an elevation difference of 0.42(Ft.) from the end of the top area Tt = (11.9*length(Mi)'3)/(elevation change(Ft.))].385 *60(min/) = 0.347 Minutes Tt=[(11.9*0.0038A3)f( 0.42)]A.385= 0.35 Total initial area Ti = 7.29 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.64 minutes Rainfall intensity (I) = 5.212(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.271(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 2002.000 to Point/Station 2004.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ** Top of street segment elevation = 205.000 (Ft.) End of street segment elevation = 180.720(Ft.) Length of street segment = 830.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 121 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 = 2.000(m.) 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 = 5.013(CFS) Depth of flow = 0.296(Ft.), Average velocity = 3.385(Ft/s) Streetfiow hydraulics at midpoint of Street travel: Halfstreet flow width = 7.988(Ft.) Flow velocity = 3.38(Ft/s) Travel time = ..4.09 min. TC = 11.73 mm. Adding area flow to street Rainfall intensity (I) = 3.953(In/Hr) for a 100.0 year storm 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 (MEDIUM DENSITY RESIDENTIAL (4.3 DUfA or Less ) Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 3.953(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 2.439 Subarea runoff = 9.370(CFS) for 4.590 (Ac.) Total runoff = 9.641(CFS) Total area = 4.690(Ac.) Street flow at end of Street = 9.641(CFS) Half street flow at end of street = 4.821(CFS) Depth of flow = 0.349(Ft.), Average velocity = 3.933(Ft/s) Flow width (from curb towards crown)= 10.597(Ft.) Process from Point/Station 2002.000 to Point/Station 2004.000 SUBAREA FLOW ADDITION ** Rainfall intensity (I) = 3.953(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Time of concentration = 11.73 mm. Rainfall intensity = 3.953(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C 0.508 CA = 2.568 Subarea runoff = 0.512(CFS) for 0.370(Ac.) Total runoff = 10.153(CFS) Total area = 5.060(Ac.) Process from Point/Station 2002.000 to Point/Station 2004.000 *** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 3.953(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration = 11.73 mm. Rainfall intensity = 3.953(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C 0.494 CA = 2.740 Subarea runoff - 0.678(CFS) for 0.490 (Ac.) Total runoff = 10.831(CFS) Total area = 5.550(Ac.) 3 Process from Point/Station 2004.000 to Point/Station 210.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 175.000(Ft.) Downstream point/station elevation = 142.000(Ft.) Pipe length 190.00(Ft.) Slope = 0.1737 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 10.831(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 10.831(CFS) Normal flow depth in pipe = 6.58(In.) Flow top width inside pipe = 17.34(In.) Critical Depth = 15.15(In.) Pipe flow velocity = 18.51(Ft/s) Travel time through pipe = 0.17 mm. Time of concentration (TC) = 11.90 mm. Process from Point/Station 2004.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.550(Ac.) Runoff from this stream = 10.831(CFS) Time of concentration = 11.90 mm. Rainfall intensity = 3.916(In/Hr) Process from Point/Station 212.000 to Point/Station 210.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, .Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 150.000(Ft.) Lowest elevation = 142.000(Ft.) Elevation difference = 8.000(Ft.) Slope = 8.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.75 minutes TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slopeA(1/3)] 4 TC = (1.8*(1.1_0.3500)*( 100.000'.5)/( 8.000A(1/3)1. 6.75 Rainfall intensity (I) = 5.645(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.391(CFS) Total initial stream area = 1.210(Ac.) Process from Point/Station 212.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.210(Ac.) Runoff from this stream = 2.391(CFS) Time of concentration = 6.75 mm. Rainfall intensity = 5.645(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+++-f+++f++4. Process from Point/Station 212.000 to Point/Station 210.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 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 [MEDIUM DENSITY RESIDENTIAL ) (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 3.610(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.50 mm. Rain intensity = 3.61(In/Hr) Total area = 2.000(Ac.) Total runoff = 3.000(CFS) Process from Point/Station 212.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.000(Ac.) Runoff from this stream = 3.000(CFS) Time of concentration = 13.50 mm. Rainfall intensity = 3.610(Iri/Hr) Process from Point/Station 212.000 to Point/Station 210.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 5 Decimal fraction soil group D = 1.000 (MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 2.801(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 20.00 mm. Rain intensity = 2.80(In/Hr) Total area = 26.600(Ac.) Total runoff = 38.400(CFS) Process from Point/Station 212.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 26.600(Ac.) Runoff from this stream = 38.400(CFS) Time of concentration - 20.00 min. Rainfall intensity = 2.801(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 10.831 11.90 3.916 2 2.391 6.75 5.645 3 3.000 13.50 3.610 4 38.400 20.00 2.801 Qmax(1) = 1.000 * 1.000 * 10.831) + 0.694 * 1.000 * 2.391) + 1.000 * 0.881 * 3.000) + 1.000 * 0.595 * 38.400) + = 37.976 Qma.x(2) = 1.000 * 0.567 * 10.831) + 1.000 * 1.000 * 2.391) + 1.000 * 0.500 * 3.000) + 1.000 * 0.338 * 38.400) + = 22.996 Qmax(3) = 0.922 * 1.000 * 10.831) + 0.639 * 1.000 * 2.391) + 1.000 * 1.000 * 3.000) + 1.000 * 0.675 * 38.400) + = 40.432 Qmax(4) = 0.715 * 1.000 * 10.831) + 0.496 * 1.000 * 2.391) + 0.776 * 1.000 * 3.000) + 1.000 * 1.000 * 38.400) + = 49.662 Total of 4 streams to confluence: Flow rates before confluence point: 10.831 2.391 3.000 38.400 6 Maximum flow rates at confluence using above data: 37.976 22.996 40.432 49.662 Area of streams before confluence: 5.550 1.210 2.000 26.600 Results of confluence: Total flow rate = 49.662(CFS) Time of concentration = 20.000 mm. Effective stream area after confluence = 35.360 (Ac.) Process from Point/Station 210.000 to Point/Station 214.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 53.019(CFS) Depth of flow = 1.519(Ft.), Average velocity = 7.657(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 53.019(CFS) flow top width = 9.115(Ft.) velocity= 7.657(Ft/s) area = 6.924(Sq.Ft) Froude number = 1.548 Upstream point elevation = 142.000(Ft.) Downstream point elevation = 70.000 (Ft.) Flow length = 1430.000(Ft.) Travel time = 3.11 mm. Time of concentration = 23.11 mm. Depth of flow = 1.519 (Ft.) Average velocity = 7.657(Ft/s) Total irregular channel flow = 53.019(CFS) Irregular channel normal depth above invert elev. = 1.519 (Ft.) Average velocity of channel(s) = 7.657(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.552(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.552(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.471 CA = 22.060 7 Subarea runoff = 6.634(CFS) for 11.500(Ac.) Total runoff = 56.296(CFS) Total area = 46.860(Ac.) Depth of flow = 1.554(Ft.), Average velocity = 7.773(Ftfs) ++++++++++-f++++++++++++++++++++++++++++++++++++++-f+4++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 216.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 70.000(Ft.) Downstream point/station elevation = 60.000 (Ft.) Pipe length = 250.00(Ft.) Slope 0.0400 Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 56.296(CFS) Given pipe size = 30.00(m.) Calculated individual pipe flow = 56.296(CFS) Normal flow depth in pipe = 20.16(In.) Flow top width inside pipe = 28.17(In.) Critical Depth = 28.38(In.) Pipe flow velocity = 16.06(Ft/s) Travel time through pipe = 0.26 mm. Time of concentration (TC) 23.37 mm. Process from Point/Station 214.000 to Point/Station 216.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 46.860(Ac.) Runoff from this stream = 56.296(CFS) Time of concentration = 23.37min. Rainfall intensity = 2.534(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++.++++++++.+++++++++++++++++++++++++.+++.++++++++++++++. Process from Point/Station 218.000 to Point/Station 222.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL I (24.0 DU/A or Less Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 130.500(Ft.) Lowest elevation = 128.700(Ft.) Elevation difference = 1.800(Ft.) Slope = 1.800 % Top of Initial Area Slope adjusted by User to 0.740 % Bottom of Initial Area Slope adjusted by User to 0.740 % 8 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.74 ', in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.49 minutes TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope(1/3)] TC [1.8*(1.1_0.7100)*( 50.000'.5)/( 0.740A(1/3)1= 5.49 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.05 minutes for a distance of 50.00 (Ft.) and a slope of 0.74 % with an elevation difference of 0.37(Ft.) from the end of the top area Tt = (11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.050 Minutes Tt=[(11.9*0.0095*3)/( 0.37)]A.385= 1.05 Total initial area Ti = 5.49 minutes from Figure 3-3 formula plus 1.05 minutes from the Figure 3-4 formula = 6.54 minutes Rainfall intensity (I) = 5.762(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.409(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 222.000 to Point/Station 224.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 128.700(Ft.) End of street segment elevation = 121.000(Ft.) Length of street segment = 690.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 [2] 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 = 2.000(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 = 3.014(CFS) Depth of flow = 0.294 (Ft.), Average velocity = 2.078(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.892 (Ft.) Flow velocity = 2.08 (Ft/s) Travel time = 5.53 mm. TC = 12.07 mm. Adding area flow to street Rainfall intensity (I) = 3.880(In/Hx) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 9 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less Impervious value, Al = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 3.880(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 1.399 Subarea runoff = 5.017(CFS) for 1.870(Ac.) Total runoff = 5.427(CFS) Total area = 1.970(Ac.) Street flow at end of Street = 5.427(CFS) Half street flow at end of Street = 2.713(CFS) Depth of flow = 0.341(Ft.), Average velocity = 2.377(Ft/s) Flow width (from curb towards crown)= 10.193(Ft.) Process from Point/Station 224.000 to Point/Station 230.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.970(Ac.) Runoff from this stream = 5.427(CFS) Time of concentration = 12.07 mm. Rainfall intensity = 3.880(In/Hr) Process from Point/Station 232.000 to Point/Station 234.000 INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ) (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 175.800(Ft.) Lowest elevation = 173.800(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.60 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.30 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slope(1/3)J TC = [1.8*(1.1_0.5700)*( 80.000A.5)/( 1.600A(1/3)1= 7.30 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) 10 Using Figure 3-4, the travel time for this distance is 0.72 minutes for a distance of 45.00 (Ft.) and a slope of 1.60 % with an elevation difference of 0.72(Ft.) from the end of the top area Tt = (11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.719 Minutes Tt=((11.9*0.0085'3)/( 0.72)]A.385= 0.72 Total initial area Ti = 7.30 minutes from Figure 3-3 formula plus 0.72 minutes from the Figure 3-4 formula = 8.01 minutes Rainfall intensity (I) = 5.053(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.570 Subarea runoff = 0.288(CFS) Total initial stream area = 0.100 (Ac.) Process from Point/Station 234.000 to Point/Station 236.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of Street segment elevation = 173.800 (Ft.) End of street segment elevation = 122.000 (Ft.) Length of street segment = 1430.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 (2] 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 = 2.000(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 = 10.413(CFS) Depth of flow = 0.346(Ft.), Average velocity = 4.346(Ft/s) Streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 10.466(Ft.) Flow velocity = 4.35 (Ft/s) Travel time = 5.48 mm. TC - 13.50 mm. Adding area flow to Street Rainfall intensity (I) = 3.610(In/Hr) for a 100.0 year storm 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 (MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value 0.570 Rainfall intensity 3.610(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.570 CA = 5.643 Subarea runoff = 20.084 (CFS) for 9.800 (Ac.) 11 Total runoff = 20.372(CFS) Total area = 9.900 (Ac.) Street flow at end of street = 20.372(CFS) Half street flow at end of street = 10.186(CFS) Depth of flow = 0.412(Ft.), Average velocity = 5.102(Ft/s) Flow width (from curb towards crown)= 13.763(Ft.) +++++++++++++++++++++++++-f+-f++++++++++4+4.+++++++4.f++++++++++++4+++++++ Process from Point/Station 236.000 to Point/Station 224.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 115.000 (Ft.) Downstream point/station elevation = 114.000 (Ft.) Pipe length = 40.00(Ft.) Slope = 0.0250 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.372(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 20.372(CFS) Normal flow depth in pipe = 14.39 (In.) Flow top width inside pipe = 19.51(In.) Critical Depth = 19.28(m.) Pipe flow velocity = 11.61(Ft/s) Travel time through pipe = 0.06 mm. Time of concentration (TC) = 13.56 mm. Process from Point/Station 236.000 to Point/Station 224.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 9.900 (Ac.) Runoff from this stream = 20.372(CFS) Time of concentration = 13.56 mm. Rainfall intensity = 3.600(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 5.427 12.07 3.880 2 20.372 13.56 3.600 Qmax(l) = 1.000 * 1.000 * 5.427) + 1.000 * 0.891 * 20.372) + = 23.568 Qmax(2) = 0.928 * 1.000 * 5.427) + 1.000 * 1.000 * 20.372) + = 25.407 Total of 2 streams to confluence: Flow rates before confluence point: 5.427 20.372 Maximum flow rates at 'confluence using above data: 23.568 25.407 12 Area of streams before confluence: 1.970 9.900 Results of confluence: Total flow rate = 25.407(CFS) Time of concentration = 13.556 mm. Effective stream area after confluence = 11.870 (Ac.) Process from Point/Station 224.000 to Point/Station 238.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 114.000 (Ft.) Downstream point/station elevation = 96.950 (Ft.) Pipe length = 390.00(Ft.) Slope = 0.0437 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.407(CFS) Nearest computed pipe diameter = 21.00 (In.) Calculated individual pipe flow = 25.407(CFS) Normal flow depth in pipe = 13.78 (In.) Flow top width inside pipe = 19.95(In.) Critical depth could not be calculated. Pipe flow velocity = 15.18(Ft/s) Travel time through pipe = 0.43 mm. Time of concentration (TC) = 13.98 mm. Process from Point/Station 224.000 to Point/Station 238.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: Stream flow area = 11 Runoff from this stream = Time of concentration = Rainfall intensity = 2 in normal stream number 1 870(Ac.) 25.407(CFS) 13 .98min. .529 (In/Hr) Process from Point/Station 240.000 to Point/Station 242.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 95.000(Ft.) Highest elevation = 187.500(Ft.) Lowest elevation = 186.300(Ft.) Elevation difference = 1.200(Ft.) Slope = 1.263 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 13 The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.26 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.09 minutes TC = (1.8*(1.1_C)*distance(Ft.)'.5)/(% slopeA(1/3)] TC = (1.8*(1.1_0.5200)*( 70.000A.5)/( 1.260(1/3)1= 8.09 The initial area total distance of 95.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.50 minutes for a distance of 25.00 (Ft.) and a slope of 1.26 % with an elevation difference of 0.32(Ft.) from the end of the top area Tt = [11.9*length(Mi)3)/(e1evation change(Ft.))]A.385 *60(min/hr) = 0.502 Minutes Tt=[(11.9*0.0047*3)/( 0.32)JA.385= 0.50 Total initial area Ti = 8.09 minutes from Figure 3-3 formula plus 0.50 minutes from the Figure 3-4 formula = 8.59 minutes Rainfall intensity (I) = 4.832(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.251(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 242.000 to Point/Station 244.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 186.300 (Ft.) End of street segment elevation = 148.500 (Ft.) Length of street segment = 935.000 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 = 2.000(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 = 7.520(CFS) Depth of flow = 0.375(Ft.), Average velocity = 4.945(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.909(Ft.) Flow velocity = 4.94 (Ft/s) Travel time 3.15 mm. TC = 11.74 mm. Adding area flow to Street Rainfall intensity (I) = 3.950(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 14 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value =0.520 Rainfall intensity = 3.950(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 3.728 Subarea runoff = 14.476(CFS) for 7.070(Ac.) Total runoff = 14.728(CFS) Total area = 7.170 (Ac.) Street flow at end of street = 14.728(CFS) Half street flow at end of street = 14.728(CFS) Depth of flow = 0.448(Ft.), Average velocity 5.816(Ft/s) Flow width (from curb towards crown)= 15.587(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++-f++++++++++++++++++ Process from Point/Station 242.000 to Point/Station 244.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 3.950(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A orLess Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Time of concentration = 11.74 mm. Rainfall intensity = 3.950(In/Hr) for 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 5.065 Subarea runoff = 5.279(CFS) for 2.570 (Ac.) Total runoff = 20.006(CFS) Total area = 9.740(Ac.) Process from Point/Station 244.000 to Point/Station 246.000 ** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 141.500(Ft.) Downstream point/station elevation = 102.000(Ft.) Pipe length = 660.00(Ft.) Slope = 0.0598 Manning's N No. of pipes = 1 Required pipe flow = 20.006(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 20.006(CFS) Normal flow depth. in pipe = 11.94 (In.) Flow top width inside pipe = 17.01(In.) Critical depth could not be calculated. Pipe flow velocity = 1.6.08(Ft/s) Travel time through pipe 0.68 mm. Time of concentration (TC) = 12.42 mm. = 0.013 15 ++++++++-f+++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++.f Process from Point/Station 244.000 to Point/Station 246.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 3.808(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Time of concentration = 12.42 mm. Rainfall intensity = 3.808(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 8.440 Subarea runoff = 12.135(CFS) for 6.490 (Ac.) Total runoff = 32.141(CFS) Total area = 16.230(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f++ Process from Point/Station 246.000 to Point/Station 252.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 102.000(Ft.) Downstream point/station elevation = 98.450(Ft.) Pipe length = 130.00(Ft.) Slope = 0.0273 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.141(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow 32.141(CFS) Normal flow depth in pipe = 17.16 (In.) Flow top width inside pipe = 21.67(m.) Critical Depth = 22.70(In.) Pipe flow velocity = 13.38(Ft/s) Travel time through pipe = 0.16 mm. Time of concentration (TC) = 12.59 min. +++++++++++++++++++++++-f+++++++++++++++++++++++++-f++++++++-f.++++++++++-f Process from Point/Station 246.000 to Point/Station 252.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 3.777(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL ] (4.3 Dy/A or Less Impervious value, Ai 0.300 Sub-Area C Value = 0.520 Time of concentration = 12.59 mm. 16 Rainfall intensity = 3.777(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 9.105 Subarea runoff = 2.246(CFS) for 1.280 (Ac.) Total runoff = 34.388(CFS) Total area - 17.510(Ac.) +-f++++++++++++++++++++++++++++++++++++++++++.-f+.++++++++++++++++++++++ Process from Point/Station 252.000 to Point/Station 238.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 98.450 (Ft.) Downstream point/station elevation = 96.950(Ft.) Pipe length = 105.00(Ft.) Slope = 0.0143 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.388(CFS) Nearest computed pipe diameter = 27.00 (In.) Calculated individual pipe flow = 34.388(CFS) Normal flow depth in pipe = 20.58(m.) Flow top width inside pipe = 22.99(In.) Critical Depth = 23.98 (In.) Pipe flow velocity = 10.57(Ft/s) Travel time through pipe = 0.17 mm. Time of concentration (TC) = 12.75 mm. Process from Point/Station 252.000 to Point/Station 238.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 17.510 (Ac.) Runoff from this stream = 34.388(CFS) Time of concentration 12.75 mm. Rainfall intensity = 3.745(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 25.407 13.98 3.529 2 34.388 12.75 3.745 Qmax(l) = 1.000 * 1.000 * 25.407) + 0.942 * 1.000 * 34.388) + = 57.809 Qmax(2) = 1.000 * 0.912 * 25.407) + 1.000 * 1.000 * 34.388) + = 57.556 Total of 2 streams to confluence: Flow rates before confluence point: 25.407 34.388 Maximum flow rates at confluence using above data: 57.809 57.556 17 Area of streams before confluence: 11.870 17.510 Results of confluence: Total flow rate =57.809(CFS) Time of concentration = 13.984 mm. Effective stream area after confluence = 29.380 (Ac.) +++++++++++++++++++++++++++++++++++++++++++#++++++++++++++++++++++++++ Process from Point/Station 238.000 to Point/Station 216.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation— 76.950 (Ft.) Downstream point/station elevation = 60.000 (Ft.) Pipe length = 160.00(Ft.) Slope = 0.1059 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 57.809(CFS) Nearest computed pipe diameter = 24.00 (In.) Calculated individual pipe flow = 57.809(CFS) Normal flow depth in pipe = 16.01(In.) Flow top width inside pipe = 22.62(In.) Critical depth could not be calculated. Pipe flow velocity = 25.95(Ft/s) Travel time through pipe = 0.10 mm. Time of concentration (TC) = 14.09 mm. +++++++++++++++++++++++-I-+++-f++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 238.000 to Point/Station 216.000 SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 3.512(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 57.127(CFS) therefore the upstream flow rate of Q = 57.809(CFS) is-being used Time of concentration = 14.09 mm. Rainfall intensity = 3.512(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.547 CA = 16.266 Subarea runoff = 0.000(CFS) for 0.340(Ac.) Total runoff = 57.809(CFS) Total area = 29.720(Ac.) Process from Point/Station 238.000 to Point/Station 216.000 CONFLUENCE OF MAIN STREAMS **** 18 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 29.720 (Ac.) Runoff from this stream = 57.809(CFS) Time of concentration = 14.09 mm. Rainfall intensity = 3.512(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 56.296 23.37 2.534 2 57.809 14.09 3.512 Qmax(l) = 1.000 * 1.000 * 56.296) + 0.721 * 1.000 * 57.809) + = 97.999 Qmax(2) = 1.000 * 0.603 * 56.296) + 1.000 * 1.000 * 57.809) + = 91.739 Total of 2 main streams to confluence: Flow rates before confluence point: 56.296 57.809 Maximum flow rates at confluence using above data: 97.999 91.739 Area of streams before confluence: 46.860 29.720 Results of confluence: Total flow rate = 97.999(CFS) Time of concentration = 23.372 mm. Effective stream area after confluence = 76.580(Ac.) Process from Point/Station 216.000 to Point/Station 2009.000 IRREGULAR CHARNEL FLOW TRAVEL TIME **** Depth of flow = 0.298(Ft.), Average velocity = 3.260(Ft/s) ******* Irregular Channel Data ----------------------------------------------------------------- Information entered for silbchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 130.00 0.00 4 160.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-channel flow = 97.999(CFS) I flow top width = 101.788(Ft.) I velocity= 3.260(Ft/s) 19 area = 30.066(Sq.Ft) Froude number = 1.057 Upstream point elevation = 60.000(Ft.) Downstream point elevation = 42.000(Ft.) Flow length = 600.000(Ft.) Travel time = 3.07 mm. Time of concentration = 26.44 mm. Depth of flow = 0.298 (Ft.) Average velocity 3.260(Ft/s) Total irregular channel flow = 97.999(CFS) Irregular channel normal depth above invert elev. = 0.298 (Ft.) Average velocity of channel(s) = 3.260(Ft/s) Process from Point/Station 216.000 to Point/Station 2009.000 SUBAREA FLOW ADDITION Rainfall intensity (I) = 2.340(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN 1 (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 93.650(CFS) therefore the upstream flow rate of Q 97.999(CFS) is being used Time of concentration 26.44 mm. Rainfall intensity = 2.340(m/fr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.492 CA = 40.024 Subarea runoff = 0.000(CFS) for 4.850(Ac.) Total runoff = 97.999(CFS) Total area = 81.430(Ac.) +-I+++++++++++++++++++++++++++++++++++++++++++++++-f++++++4±4+++++++++++ Process from Point/Station 216.000 to Point/Station 2009.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 81.430(Ac.) Runoff from this stream = 97.999(CFS) Time, of concentration = 26.44 mm. Rainfall intensity = 2.340(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 254.000 to Point/Station 254.000 20 **** USER DEFINED FLOW INFORMATION AT A POINT * 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 [MEDIUM DENSITY RESIDENTIAL I (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 3.248(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.90 mm. Rain intensity = 3.25 (In/Hr) TotaJ. area = 22.550(Ac.) Total runoff = 47.400(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++ Process from Point/Station 254.000 to Point/Station 258.000 IRREGULAR CHANNEL FLOW TRAVEL TIME ** Estimated mean flow rate at midpoint of channel = 47.430(CFS) Depth of flow = 1.060(Ft.), Average velocity = 14.076(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 47.430(CFS) ' flow top width = 6.359 (Ft.) 1 velocity; 14.076(Ft/s) ' area = 3..369(Sq.Ft) ' Froude number = 3.408 Upstream point elevation = 310.000(Ft.) Downstream point elevation = 200.000 (Ft.) Flow length = 400.000(Ft.) Travel time = 0.47 mm. Time of concentration = 16.37 mm. Depth of flow = 1.060(Ft.) Average velocity = 14.076(Ft/s) Total irregular channel flow = 47.430(CFS) Irregular channel normal depth above invert elev. = 1.060 (Ft.) Average velocity of channel(s) = 14.076(Ft/s) Adding area flow to channel Rainfall intensity (I) = 3.187(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN 21 (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 45.484(CFS) therefore the upstream flow rate of Q = 47.400(CFS) is being used Rainfall intensity = 3.187(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.479 CA = 14.271 Subarea runoff = 0.000(CFS) for 7.270(Ac.) Total runoff = 47.400(CFS) Total area = 29.820(Ac.) Depth of flow = 1.060(Ft.), Average velocity = 14.074(Ft/s) Process from Point/Station 258.000 to Point/Station 260.000 ** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.281(Ft.), Average velocity = 9.631(Ft/s) *** Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 3. 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 47.400(CFS) - flow top width = 7.685 (Ft.) velocity= 9.631(Ft/s) area = 4.922(Sq.Ft) Froude number = 2.121 Upstream point elevation = 200.000(Ft.) Downstream point elevation = 185.000(Ft..) Flow length = 150.000(Ft.) Travel time = 0.26 mm. Time of concentration = 16.63 min. Depth of flow = 1.281 (Ft.) Average velocity = 9.631(Ft/s) Total irregular channel flow = 47.400(CFS) Irregular channel normal depth above invert elev. = 1.281 (Ft.) Average velocity of channel(s) = 9.631(Ft/s) Process from Point/Station 258.000 to Point/Station 260.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 29.820 (Ac.) Runoff from this stream = 47.400(CFS) Time of concentration = 16.63 mm. 22 Rainfall intensity = 3.155(In/}lr) Process from Point/Station 256.000 to Point/Station 256.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 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 (MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 4.381(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 10.00 mm. Rain intensity - 4.38(In/Hr) Total area = 8.200(Ac.) Total runoff = 19.200(CFS) Process from Point/Station 256.000 to Point/Station 260.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 22.342(CFS) Depth of flow = 0.934(Ft.), Average velocity = 8.545(Ft/s) Irregular Channel Data ***** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0_00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 22.342(CFS) flow top width = 5.6a1(Ft.) ' velocity= 8.545(Ft/s) area = 2.615(Sq.Ft) Froude number = 2.204 Upstream point elevation = 215.000 (Ft.) Downstream point elevation = 185.000(Ft.) Flow length = 250.000(Ft.) Travel time = 0.49 mm. Time of concentration = 10.49 mm. Depth of flow = 0.934 (Ft.) Average velocity = 8.545(Ft/s) Total irregular channel flow - 22.342(CFS) Irregular channel normal depth above invert elev. 0.934 (Ft.) Average velocity of channel(s) = 8.545(Ft/s) Adding area flow to channel Rainfall intensity (I) = 4.248(In/Hr) for a 100.0 year storm 23 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.248(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.456 CA = 5.979 Subarea runoff = 6.200(CFS) for 4.900 (Ac.) Total runoff = 25.400(CFS) Total area = 13.100(Ac.) Depth of flow = 0.980(Ft.), Average velocity = 8.823(Ft/s) Process from Point/Station 256.000 to Point/Station 260.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 13.100 (Ac.) Runoff from this stream = 25.400(CFS) Time of concentration = 10.49 mm. Rainfall intensity = 4.248(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 47.400 16.63 3.155 2 25.400 10.49 4.248 Qmax(l) = 1.000 * 1.000 * 47.400) + 0.743 * 1.000 * 25.400) + = 66.265 Qmax(2) 1.000 * 0.631 * 47.400) + 1.000 * 1.000 * 25.400) + = 55.287 Total of 2 streams to confluence: Flow rates before confluence point: 47.400 25.400 Maximum flow rates at confluence using above data: 66.265 55.287 Area of streams before confluence: 29.820 13.100 Results of confluence: Total flow rate = 66.265(CFS) Time of concentration = 16.633 mm. Effective stream area after confluence = 42.920(Ac.) 24 Process from Point/Station 260.000 to Point/Station 264.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 66.861(CFS) Depth of flow = 1.500(Ft.), Average velocity = 9.906(Ft/s) ***** Irregular channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'x' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ------------------------------------------------------------------ Sub-Channel flow = 66.861(CFS) ' flow top width = 8.999(Ft.) ' velocity= 9.906(Ft/s) area = 6.749(Sq.Ft) Froude number = 2.016 Upstream point elevation = 185.000 (Ft.) Downstream point elevation = 155.000(Ft.) Flow length = 350.000(Ft.) Travel time = 0.59 mm. Time of concentration = 17.22 mm. Depth of flow = 1.500(Ft.) Average velocity = 9.906(Ft/s) Total irregular channel flow = 66.861(CFS) Irregular channel normal depth above invert elev. = 1.500 (Ft.) Average velocity of channel(s) = 9.906(Ft/s) Adding area flow to channel Rainfall intensity (I) = 3.085(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 3.085(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.460 CA = 21.835 Subarea runoff = 1.099(CFS) for 4.530(Ac.) Total runoff = 67.364(CFS) Total area 47.450 (Ac.) Depth of flow = 1.504 (Ft.), Average velocity = 9.925 (Ft/a) ++++++++++++++4+++++4+++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 260.000 to Point/Station 264.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 47.450 (Ac.) 25 Runoff from this stream = 67.364(CFS) Time of concentration = 17.22 min. Rainfall intensity = 3.085(In/Hr) Process from Point/Station 264.000 to Point/Station 264.000 **** USER DEFINED FLOW INFORMATION AT A POINT ** 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 [MEDIUM DENSITY RESIDENTIAL 1 (4.3 DU/A or Less Impervious value, Al = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 3.373(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.00 mm.. Rain intensity = 3.37(In/Hr) Total area = 5.990(Ac.) Total runoff = 9.550(CFS) Process from Point/Station 264.000 to Point/Station 264.000 ** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.990(Ac.) Runoff from this stream = 9.550(CFS) Time of concentration = 15.00 min. Rainfall intensity = 3.373(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 67.364 17.22 3.085 2 9.550 15.00 3.373 Qma.x(1) = 1.000 * 1.000 * 67.364) + 0.915 * 1.000 * 9.550) + = 76.099 Qmax(2) = 1.000 * 0.871 * 67.364) + 1.000 * 1.000 * 9.550) + = 68.222 Total of 2 streams to confluence: Flow rates before confluence point: 67.364 9.550 Maximum flow rates at confluence using above data: 76.099 68.222 Area of streams before confluence: 47.450 5.990 26 Results of confluence: Total flow rate = 76.099(CPS) Time of concentration = 17.222 mm. Effective stream area after confluence = 53.440 (Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++4++4.++++++++4.++ Process from Point/Station 264.000 to Point/Station 270.000 IRREGULAR CHANNEL FLOW TRAVEL TIME Estimated mean flow rate at midpoint of channel = 78.569(CFS) Depth of flow = 1.815(Ft.), Average velocity = 7.953(Ft/s) ***** Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow 78.569(CFS) flow top width = 10.888 (Ft.) velocity= 7.953(Ft/s) area = 9.879(Sq.Ft) Froude number = 1.471 Upstream point elevation = 155.000(Ft.) Downstream point elevation = 125.000 (Ft.) Flow length = 700.000(Ft.) Travel time = 1.47 mm. Time of concentration 18.69 mm. Depth of flow = 1.815(Ft.) Average velocity = 7.953(Ft/s) Total irregular channel flow = 78.569(CFS) Irregular channel normal depth above invert elev. = 1.815 (Ft.) Average velocity of channel(s) = 7.953(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.927(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.927(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.452 CA = 27.655 Subarea runoff = 4.839(CFS) for 7.730(Ac.) Total runoff = 80.938(CFS) Total area = 61.170(Ac) Depth of flow = 1.835(Ft.), Average velocity - 8.013(Ft/s) 27 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f++ Process from Point/Station 264.000 to Point/Station 270.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 61.170(Ac.) Runoff from this stream = 80.938(CFS) Time of concentration = 18.69 mm. Rainfall intensity = 2.927(In/Hr) Process from Point/Station 266.000 to Point/Station 268.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 1300.000(Ft.) Highest elevation = 350.000(Ft.) Lowest elevation = 270.000(Ft.) Elevation difference = 80.000(Ft.) Slope = 6.154 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.15 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.37 minutes TC = [1.8* (1.1-C) *djstance(Ft •)A .5)1 (% slopeA(1/3)] TC= [1.8*(1.1_0.3500)*(100.000A.5)/( 6.154A(1/3)]= 7.37 The initial area total distance of 1300.00 (Ft.) entered leaves a remaining distance of 1200.00 (Ft.) Using Figure 3-4, the travel time for this distance is 5.37 minutes for a distance of 1200.00 (Ft.) and a slope of 6.15 % with an elevation difference of 73.85(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))].385 *60(min/hr) = 5.367 Minutes Tt=[(ll.9*0.2273A3)/( 73.85)]A.385= 5.37 Total initial area Ti = 7.37 minutes from Figure 3-3 formula plus 5.37 minutes from the Figure 3-4 formula = 12.73 minutes Rainfall intensity (I) = 3.748(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.808(CFS) Total initial stream area = 2.140(Ac.) Process from Point/Station 268.000 to Point/Station 270.000 28 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 9.923(CFS) Depth of flow = 0.688(Ft.), Average velocity 6.994(Ft/s) Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number ix' coordinate syt coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ------------------------------------------------------------------ Sub-Channel flow = 9.923(CFS) flow top width = 4.126(Ft.) velocity= 6.994(Ft/s) area = 1.419(Sg.Ft) Froude number = 2.102 Upstream point elevation = 270.000(Ft.) Downstream point elevation = 125.000(Ft.) Flow length = 1200.000(Ft.) Travel time = 2.86 mm. Time of concentration = 15.59 mm. Depth of flow = 0.688(Ft.) Average velocity = 6.994(Ft/s) Total irregular channel flow = 9.923(CFS) Irregular channel normal depth above invert elev. = 0.688(Ft.) Average velocity of channel(s) = 6.994(Ft/s) Adding area flow to channel Rainfall intensity (I) = 3.289(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 3.289(Iri/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 5.155 Subarea runoff = 14.150(CFS) for 12.590(Ac.) Total runoff = 16..958(CFS) Total area = 14.730(Ac.) Depth of flow = 0.841(Ft.), Average velocity = 7.996(Ft/s) Process from Point/Station 268.000 to Point/Station 270.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.730(Ac.) Runoff from this stream = 16.958(CFS) 29 Time of concentration = 15.59 mm. Rainfall intensity = 3.289(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 80.938 18.69 2.927 2 16.958 15.59 3.289 Qmax(l) - 1.000 * 1.000 * 80.938) + 0.890 * 1.000 * 16.958) + = 96.027 Qmax(2) = 1.000 * 0.834 * 80.938) + 1.000 * 1.000 * 16.958) + = 84.491 Total of 2 streams to confluence: Flow rates before confluence point: 80.938 16.958 Maximum flow rates at confluence using above data: 96.027 84.491 Area of streams before confluence: 61.170 14.730 Results of confluence: Total flow rate = 96.027(CFS) Time of concentration = 18.689 mm. Effective stream area after confluence = 75.900(Ac.) Process from Point/Station 270.000 to Point/Station 271.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 97.702(CFS) Depth of flow = 1.729(Ft.), Average velocity = 10.892(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1. Point number 'X' coordinate iys coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 97.702(CFS) flow top width = 10.375(Ft.) velocity= 10.892(Ft/s) I I area = 8.970(Sq.Ft) Froude number = 2.064 Upstream point elevation = 125.000(Ft.) Downstream point elevation = 95.000 (Ft.) Flow length = 350.000(Ft.) 30 Travel time = 0.54 mm. Time of concentration = 19.22 mm. Depth of flow = 1.729 (Ft.) Average velocity = 10.892(Ft/s) Total irregular channel flow = 97.702(CFS) Irregular channel normal depth above invert elev. = 1.729 (Ft.) Average velocity of channel(s) = 10.892(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.874(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.874(Irz/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.427 CA = 34.547 Subarea runoff = 3.255(CFS) for 4.960 (Ac.) Total runoff = 99.281(CFS) Total area = 80.860 (Ac.) Depth of flow = 1.740(Ft.), Average velocity = 10.936(Ft/s) Process from Point/Station 270.000 to Point/Station 271.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 80.860 (Ac.) Runoff from this stream = 99.281(CFS) Time of concentration = 19.22 mm. Rainfall intensity = 2.874(In/Hr) Process from Point/Station 271.000 to Point/Station 271.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 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 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 4.723(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 8.90 mm. Rain intensity = 4.72(In/Hr) Total area = 15.080(Ac.) Total runoff = 29.060(CFS) 31 Process from Point/Station 271.000 to Point/Station 271.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 15.080 (Ac.) Runoff from this stream = 29.060(CFS) Time of concentration = 8.90 mm. Rainfall intensity = 4.723(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 99.281 19.22 2.874 2 29.060 8.90 4.723 Qmax(1) = 1.000 * 1.000 * 99.281) + 0.609 * 1.000 * 29.060) + = 116.965 Qmax(2) = 1.000 * 0.463 * 99.281) + 1.000 * 1.000 * 29.060) + = 75.022 Total of 2 streams to confluence: Flow rates before confluence point: 99.281 29.060 Maximum flow rates at confluence using above data: 116.965 75.022 Area of streams before confluence; 80.860 15.080 Results of confluence: Total flow rate = 116.965(CFS) Time of concentration = 19.224 mm. Effective stream area after confluence = 95.940 (Ac'.) Process from Point/Station 271.000 to Point/Station 272.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 124.986(CFS) Depth of flow = 2.275(Ft.), Average velocity = 8.052(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'x' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 124.986(CFS) flow top width = 13.648(Ft.) 32 velocity= 8.052(Ft/s) area = 15.522(Sq.Ft) Froude number = 1.331 Upstream point elevation = 95.000(Ft.) Downstream point elevation 69.000(Ft.) Flow length = 800.000(Ft.) Travel time = 1.66 mm. Time of concentration = 20.88 mm. Depth of flow - 2.275(Ft.) Average velocity = 8.052(Ft/s) Total irregular channel flow = 124.986(CFS) Irregular channel normal depth above invert elev. = 2.275(Ft.) Average velocity of channel(s) = 8.052(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.725(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.725(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.427 CA = 48.797 Subarea runoff = 15.991(CFS) for 18.310 (Ac.) Total runoff = 132.956(CFS) Total area = 114.250(Ac.) Depth of flow = 2.328(Ft.), Average velocity = 8.177(Ft/s) Process from Point/Station 271.000 to Point/Station 272.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 114.250 (Ac.) Runoff from this stream = 132.956(CFS) Time of concentration - 20.88 mm. Rainfall intensity = 2.725(In/Hr) Process from Point/Station 276.000 to Point/Station 278.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 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 (MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less Impervious value, Ai = 0.300 33 Sub-Area C Value = 0.520 Rainfall intensity (I) = 3.373(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.00 mm. Rain intensity = 3.37(In/Hr) Total area = 14.230(Ac.) Total runoff = 19.100(CFS) Process from Point/Station 274.000 to Point/Station 278.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 3.373(In/Hr) for a 100.0 year storm 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 (MEDIUM DENSITY RESIDENTIAL I (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Time of concentration = 15.00 mm. Rainfall intensity = 3.373(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 9.974 Subarea runoff = 14.537(CFS) for 4.950 (Ac.) Total runoff = 33.637(CFS) Total area = 19.180(Ac.) ++++++++++++++++++++++++++++++++++++++++-f+++++++f+++++++++++++++++++++ Process from Point/Station 278.000 to Point/Station 280.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 149.000 (Ft.) Downstream point/station elevation = 121.000(Ft.) Pipe length = 95.00(Ft.) Slope = 0.2947 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.637(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 33.637(CFS) Normal flow depth in pipe = 11.78 (In.) Flow top width inside pipe = 12.32(m.) Critical depth could not be calculated. Pipe flow velocity = 32.54 (Ft/s) Travel time through pipe = 0.05 mm. Time of concentration (TC) = 15.05 mm. Process from Point/Station 280.000 to Point/Station 272.000 IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow 0.329(Ft.), Average velocity = 4.685(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 34 Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 50.00 0.00 3 70.00 0.00 4 130.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-channel flow = 33.637(CFS) flow top width = 23.621(Ft.) velocity= 4.685(Ft/s) area = 7.180(Sq.Ft) Froude number = 1.497 Upstream point elevation = 121.000(Ft.) Downstream point elevation = 69.000 (Ft.) Flow length = 870.000(Ft.) Travel time = 3.10 mm. Time of concentration = 18.14 mm. Depth of flow = 0.329 (Ft.) Average velocity = 4.685(Ft/s) Total irregular channel flow = 33.637(CFS) Irregular channel normal depth above invert elev. = 0.329 (Ft.) Average velocity of channel(s) = 4.685(Ft/s) Process from Point/Station 280.000 to Point/Station 272.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 19.180(Ac.) Runoff from this stream = 33.637(CFS) Time of concentration = 18.14 mm. Rainfall intensity = 2.983(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 132.956 20.88 2.725 2 33.637 18.14 2.983 Qmax(1) Qmax (2) 1.000 * 0.913 * 1.000 * 1.000 * 1.000 * 132.956) + 1.000 * 33.637) + = 163.679 0.869 * 132.956) + 1.000 * 33.637)'+ = 149.168 Total of 2 streams to confluence: Flow rates before confluence point: 132.956 33.637 Maximum flow rates at confluence using above data: 163.679 149.168 35 Area of streams before confluence: 114.250 19.180 Results of confluence: Total flow rate = 163.679(CFS) Time of concentration = 20.880 mm. Effective stream area after confluence = 133.430 (Ac.) Process from Point/Station 272.000 to Point/Station 2009.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 163.727(CFS) Depth of flow = 0.727(Ft.), Average velocity = 4.344(Ft/s) Irregular Channel Data ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 80.00 0.00 4 100.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 163.728(CFS) flow top width = 53.637(Ft.) velocity= 4.344(Ft/s) area = 37.692(Sq.Ft) Froude number = 0.913 Upstream point elevation = 69000(Ft.) Downstream point elevation = 42.000(Ft.) Flow length = 1600.000(Ft.) Travel time = 6.14 mm. Time of concentration = 27.02 mm. Depth of flow = 0.727(Ft.) Average velocity = 4.344(Ft/s) Total irregular channel flow = 163.727(CFS) Irregular channel normal depth above invert elev. = 0.727(Ft.) Average velocity of channel(s) = 4.344(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.307(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN I (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 151.902(CFS) therefore the upstream flow rate of Q = 163.679(CFS) is being used Rainfall intensity = 2.307(In/Hr) for a 100.0 year storm 36 1 97.999 2 163.679 Qmax(1) = 1.000 * 1.000 * Qmax(2) = 0.986 * 1.000 * 26.44 2.340 27.02 2.307 1.000 * 97•999) + 0.979 * 163.679) + = 1.000 * 97999) + 1.000 * 163.679) .. = 258.167 260.317 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.429 CA = 65.833 Subarea runoff = 0.000(CFS) for 20.180 (Ac.) Total runoff = 163.679(CFS) Total area = 153.610(Ac.) Depth of flow = 0.727(Ft.), Average velocity = 4.343(Ft/s) Process from Point/Station 272.000 to Point/Station 2009.000 **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 153.610(Ac.) Runoff from this stream = 163.679(CFS) Time of concentration = 27.02 mm. Rainfall intensity = 2.307(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) Total of 2 main streams to confluence: Flow rates before confluence point: 97.999 163.679 Maximum flow rates at confluence using above data: 258.167 260.317 Area of streams before confluence: 81.430 153.610 Results of confluence: Total flow rate = 260.317(CFS) Time of concentration = 27.019 mm. Effective stream area after confluence = 235.040 (Ac.) +++++++++++++++++++++++++++++++++++++++++.++++++++++++.+.++.+++++.++++ Process from Point/Station 2009.000 to Point/Station 2010.000 ** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 260.342(CFS) Depth of flow = 0.680(Ft.), Average velocity = 3.738(Ft/s) ******* Irregular Channel Data 37 ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 50.00 0.00 3 150.00 0.00 4 170.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 260.343(CFS) flow top width = 104.762(Ft.) velocity= 3.738(Ft/s) area - 69.644(Sq.Ft) Froude number = 0.808 Upstream point elevation = 42.000(Ft.) Downstream point elevation = 35.300(Ft.) Flow length = 500.000(Ft.) Travel time = 2.23 mm. Time of concentration = 29.25 mm. Depth of flow = 0.680(Ft.) Average velocity = 3.738(Ft/s) Total irregular channel flow =... 260.342(CFS) Irregular channel normal depth above invert elev. = 0.680(Ft.) Average velocity of channel(s) = .3.738(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.192(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 236.610(CFS) therefore the upstream flow rate of Q = 260.317(CFS) is being used Rainfall intensity = 2.192(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.448 CA = 107.926 Subarea runoff = 0.000(CFS) for 5.910 (Ac.) Total runoff = 260.317(CFS) Total area = 240.950(Ac.) Depth of flow = 0.680(Ft.), Average velocity = 3.738(Ft/s) +++++++++++++++++++++++4++++++++++++++++++++++.++++++++++.+.'-++++++++++ Process from Point/Station 2009.000 to Point/Station 2010.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 240.950 (Ac.) Runoff from this stream = 260.317(CFS) Time of concentration = 29.25 mm. 38 Rainfall intensity = 2.192(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.000 to Point/Station 2011.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 (COMMERCIAL area type ] (Neighborhod Commercial Impervious value, Al = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 107.000(Ft.) Lowest elevation = 106.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.32 minutes TC = (1.8*(1.1_C)*distance(Ft.)^.5)/(% s1ope(1/3)) TC (1.8*(1.1_0.7900)*( 60.000.5)/( 1.000(1/3)1= 4.32 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.79 minutes for a distance of 40.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.40(Ft.) from the end of the top area Tt = [11.9*1ength(Mi)3)/(elevation change(Ft.))]A.385 *60(mjn/hr) = 0.787 Minutes Tt=[(11.9*0.0076A3)/( 0.40)]A.385= 0.79 Total initial area Ti = 4.32 minutes from Figure 3-3 formula plus 0.79 minutes from the Figure 3-4 formula = 5.11 minutes Rainfall intensity (I) = 6.755(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.534(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 2011.000 to Point/Station 2012.000 *** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 106.000(Ft.) Downstream point elevation = 98.000(Ft.) Channel length thru subarea = 850.000 (Ft.) Channel base width = 800000(Ft.) Slope or 'Z' of left channel bank = 0.003 Slope or 'Z' of right channel bank = 0.003 Estimated mean flow rate at midpoint of channel = 12.660(CFS) 39 Manning's 'N' = 0.015 Maximum depth of channel = 1.000 (Ft.) Flow(q) thru subarea = 12.660(CFS) Depth of flow = 0.021(Ft.), Average velocity = 0.740(Ft/s) Channel flow top width = 800.000(Ft.) Flow Velocity = 0.74 (Ft/s) Travel time = 19.14 mm. Time of concentration = 24.25 mm. Critical depth 0.020 (Ft.) Adding area flow to channel Rainfall intensity (I) = 2.474(In/Hr) for a 100.0 year storm 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 [COMMERCIAL area type I (Neighborhod Commercial Impervious value, Al = 0.800 Sub-Area C Value = 0.790 Rainfall intensity = 2.474(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is C = 0.790 CA = 9.994 Subarea runoff = 24.192(CFS) for 12.550 (Ac.) Total runoff = 24.726(CFS) Total area = 12.650(Ac.) Depth of flow = 0.032(Ft.), Average velocity = 0.968(Ft/s) Critical depth = 0.031(Ft.) Process from Point/Station 2012.000 to Point/Station 2013.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 98.000(Ft.) Downstream point/station elevation = 65.000(Ft.) Pipe length = 500.00(Ft.) Slope = 0.0660 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.726(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow = 24.726(CFS) Normal flow depth in pipe = 13.55(In.) Flow top width inside pipe = 15.53(m.) Critical depth could not be calculated. Pipe flow velocity = 17.32(Ft/s) Travel time through pipe = 0.48 mm. Time of concentration (TC) = 24.73 mm. Process from Point/Station 2013.000 to Point/Station 2010.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 65.000(Ft.) Downstream point/station elevation = 35.300(Ft.) Pipe length = 700.00(Ft.) Slope = 0.0424 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.726(CFS) 40 Nearest computed pipe diameter = 21.00 (In.) Calculated individual pipe flow = 24.726(CFS) Normal flow depth in pipe 13.66 (In.) Flow top width inside pipe = 20.02(In.) Critical depth could not be calculated. Pipe flow velocity = 14.92(Ft/s) Travel time through pipe = 0.78 mm. Time of concentration (TC) = 25.51 mm. Process from Point/Station 2013.000 to Point/Station 2010.000 **** CONFLUENCE OF MINOR STREAMS ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.650(Ac.) Runoff from this stream = 24.726(CFS) Time of concentration = 25.51 mm. Rainfall intensity = 2.394(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 260.317 29.25 2.192 2 24.726 25.51 2.394 Qmax(l) = 1.000 * 1.000 * 260.317) + 0.916 * 1.000 * 24.726) + = 282.955 Qmax(2) = 1.000 * 0.872 * 260.317) + 1.000 * 1.000 * 24.726) + = 251.779 Total of 2 streams to confluence: Flow rates before confluence point: 260.317 24.726 Maximum flow rates at confluence using above data: 282.955 251.779 Area of streams before confluence: 240.950 12.650 Results of confluence: Total flow rate = 282.955(CFS) Time of concentration = 29.249 mm. Effective stream area after confluence = 253.600 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2015.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 35.300 (Ft.) Downstream point/station elevation = 34.500(Ft.) Pipe length = 40.00(Ft.) Slope = 0.0200 Manning's N-.= 0.013 41 No. of pipes = 3. Required pipe flow 282.955(CFS) Given pipe size = 30.00 (In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 95.622(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 19.029(Ft.) Minor friction loss = 77.393(Ft.) K-factor = 1.50 Critical depth could not be calculated. Pipe flow velocity = 57.64(Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (TC) = 29.26 mm. End of computations, total study area = 253.600 (Ac.) 42 Al CITY OF OCEANSIDE HIGHWAY LGDR SITE. cCIT CITY OF VISTA OF ç, AVE< gO LJ PALOM CARLS LL'CITY AE PACIFIC OCEAN OF W SAN MARCOS AL J. Os' AVE ¶2 0 0 CITY OF ENCINITAS VICINITY AMP NO SC4I.E EXHIBIT 'A' G:\101307\1007BMC.dwg Apr 05, 2013 2:57pm Soil Type NRCS Elements County Elements % 1MPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0' 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential. 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential. 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) . Residential, 14.5 DUIA or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDP..) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.8 0.79 Commercial/Industrial (N. Corn) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Corn) Office Professionai/Commercial 90 0.83 0.84 0.84 0.85 Comxne:cial/lndustrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 'The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.12 (representing the pervious runoff coefficient, Cp. for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A dwelling units per acre NRCS National Resources Conservation Service 3-6 Sac Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6o126 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Runoff Coefficient "C' V yr __ _ U - 0 30 100 I- Lu Lu LL Lu 0 z U) Ui. U) D 0 C.) Lu I- I 20. EXAMPLE: Given: Watercourse Distance (0) = 70 Feet Slope(s)1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes = 1.8 (1.1-C) V5 3Y;- SOURCE: Airport Drainage, Federal Aviation AdminIstration. 1965 Rational Formula - Overland Time of Flow Nomograph FIGURE -L" rr. !!! Hh'IIHUuiijjj HhIII$IIIIIIIII1HJllhgJlflfl IHIiIIIIuIIflIHHpHHIflh1HI III1IFI lot ' Il'SIl IIj IIlIliiI ,,lliII q'lIIi.iI,I IIIIIIIIIIIII!IIIHhIlIIIIIIII i!!iJIjII!qI1lIIlj;aHIfji4j . lllllllllliiiiii IIlIIliItIHhIIiiui Milk ••i •,_. a.. a. flhiiiip I_S•••SiiSliiStiSiU•UBIO•iiihiIiiSflhIiiilIlfl__IiOiilIIIiiti__b_qSauiIilIiiflhI1uuSLflI I•.l..... Sa.. in.. •'""''',,,u. ii ii.,, a... •, • uIs.p,11, ii.is,,r,, a ••,h.II ILlS llllllllllilii,iiig, 1511111fl1111fl1,.. Ii IISIjIp • s•,. b.'Sl,i l Miasma I,llll III1IIllU...u,.11 • . iLl u,5i 41111,1 j 11S11151 SIIIll3lIIl...i,,.-viiii UU. Iaiu, huh hhug IlJhhuIhjfl,H oll III IIIJflhJIsIIj,gI,fl,_..i IHIIIIS(IHIlIflhuIu, fill lIHIHlflhjIIfl11 11111IIIi San Diego County Hydrology Manual Date: June 2003 Section: 3 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect were the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the 'Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T Element* DU/ Acre .5% 1% 2% 3% 5% 10% LM T LM ] i.• Lm i T Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 501 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 501 113 10 105 85 9i 1001 8.8 100 7.41 100 5.8 1 LDR 2.9 501 10.7 70 10.0 85 8.8 95 8.1 100 7.01 100 5.6 MDR 4.3 501 10.2 70 9.6 80 8.1 95 7.8 100 6.71 100 5.3 MDR 7.3 50 1 9.2 65 . 8.4 80 . 7.4 95 7.0 1 -100 6.0 1 100 4.8 MDR 10.9 501 8.7 65 7.9 801 6.9 901 6.4 100 5.71 100 4.5 MDR 14.5 501 8.2 65 7.4 801 6.5 90 6.0 100 5.4 100 4.3 1-IDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Corn - 501.il 60 .JJ _75 1J ..Ji _1± ii .122. 1± O.P./Corn 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General!. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 'See Table 3-I for more detailed description 3-12 Irm EQIJA1IOK E Feet Ic = E I L_..5000 ic = Time of concent,atlon (hews) L = Watercourse Distance (miles) 4000 LIE = Change In elevation along effective slope line (See Figure 34)(teet) -3000 Ic I.. 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APRIL 4 201J / . / / UPDA TED: APRIL 25 2012 ( - / UPDATED.' DECEAIBER 19, 2011 ' UPDATED: OCTOBER 24, 2011 EX/S 8X8 DATE OF PREPARA IION.' AUGUST 11, 2011 .5-- - /i/ _______ i/i ________ ©2011 O'Day Consultants, Inc. DESIGNED BY: A.M., JJ. DRAWN BY: J.S. DATE: AUCUST 2011 SCALE: 1" = 200' _________________________ PROJECT MGR.: G.0. ______________________ JOB NO.:_10-1307 CONSUL 2710 Loker Avenue West Suite 100 Civil Engineering Pkinning ENGINEER OF WORK: Carlsbad, California 92010 Processing 760-931-7700 Fax: 760-931-8680 Surveying DATE: www.odayconsultonts,com - GEORGE O'DAY RCE: 32014 G:\101307\Hydrology\Vesting TM\1007B—DS—Proposed - 130403.dwg Apr 09, 2013 8:16am Xrefs: 1007AMAP; 1007WMAP; 1007ATPO1; loo7wstr; O114TPCH; 1007a—preUm7; 9820TP03—A; 1007autl7; O114BGRD—REV; loo7csite; EXIST DRAINAGE— KELLY RCB; 1007wutI; 1007ASITE; 1007V—prelim3; 1007V—FIRE STA1]ON ____ • -•• ••••••--••------------ ••-•••-•-•-••--••• --••---••-•---••----- "----•• -•-•-----