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HomeMy WebLinkAboutCUP 04-28; POINSETTIA VILLAGE PAD 4; HYDROLOGY & HYDRAULIC STUDY; 2005-05-16:. -I ---I --I I I .1 I __ I I I I I -J J I I I I "- Hydrology & Hydraulic Study Pad 4 (Poinsettia-¥i age) ~ Bl~ D -. 432-7A Date: May 16, 2005 Updated: September 14,2005 Prepared for: Donahue Schriber 200 East Baker Street, Suite 100 Costa Mesa, CA 92626 Prepared by: O'Day Consultants, mc. 2710 Loker Ave. W. Suite 100 I I I I I I I I Table of Contents Section Description A. Introduction and Description Summary of Results B. Hydrologic Calculations Existing Conditions Appendix A 100-Year Existing Conditions (100 & 200 Series) . C. Hydrologic Calculations Developed Conditions Appendix B 100-Year Proposed Conditions (100 & 200 Series) D. Hydraulic Calculations Developed Conditions 05-1118 Pad 4 -Poinsettia Village Page No. 4 5 6-22 23 24-41 42-45 I Appendix C Analysis of Proposed Storm Drain and Structures I Exhibits I I I I I I I Exhibit A ExhibitB Exhibit C ExhibitD ExhibitE Exhibit F Exhibit G Exhibit H Exhibit I Exhibit J Exhibit K Vicinity Map Runoff Coefficients For Urban Areas Max. Overland Flow Length & Initial Time of Concentration Soil Group Map Intensity-Duration Chart Capacity of Inlet in Sump 100-year 6-hour precipitation map 100-year 24-hour precipitation map Curb Inlet Equation Per City Carlsbad Standards 30-Scale Hydrologic -Existing Conditions (Back Pocket) 30-Scale Hydrologic -Proposed Conditions (Back Pocket) 2 I I I I I I I I I I I I I I I I I I I Declaration of Responsible Charge 05-1118 Pad 4 -Poinsettia Village 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 patriCkN.o'~ R.C.E. No. 27214 Exp.03/31/07 3 I I I I I I I I I I I I I . 1 I I I I I A. Introduction and Description 05-1118 Pad 4 -Poinsettia Village The purpose of this study is to analyze the hydrology and hydraulics for the existing and developed conditions for a 3,000 S.F. retail pad building. This analysis is required to support the precise grading plans and to obtain a building permit from the City of Carlsbad, CA. The project is located within parcel 12 of parcel map 15187, located in the Poinsettia Village Shopping Center, Carlsbad, California. The property is bordered by A venida Encinas to the west, Poinsettia Lane to the north, and Interstate 5 to the east. Exhibit A is a Vicinity Map of the site. Pre-development Conditions The site is currently vacant with a graded pad that slopes in a Northerly direction. The site drains to an existing public storm drain system within Poinsettia Village Shopping Center, and is ultimately released into Batiquitos Lagoon. The ultimate drainage is released into the lagoon via an existing desilting basin built as part of the original project in 1984 (See City of Carlsbad Drawing No. 232-3). When the pad was originally graded in 1987 (See City of Carlsbad Drawing Ne. 267-2A), a hydrology report was prepared for the entire site; however, the City of Carlsbad has no such report on file. This report calculates the existing drainage around parcel 12 for runoff comparisons. This report assumes a runoff coefficient of 0.80 for the dirt pad, on the .assumption that the original calculations assumed commercial development. Developed Conditions Once developed, runoff will be picked up by a private catch basin to the north (located within Lot 12 of Poinsettia Village Shopping Center), and a public curb inlet to the south (located within Avenida Encinas). Both the catch basin and the inlet ultimately release into a public storm drain system within Avenida Encinas; constructed as part Carlsbad Tract No. 81-6 (See City of Carlsbad Drawing No. 232-3). Analysis of Pre-development & Developed Conditions Developed conditions will result in an increase in impervious area and a corresponding increase in storm water flow rates; however, this report assumes that when the pad was graded in 1987, the hydrological report accounted for the increase in flow rates . Summary of Results Pre-devell!l!.ment CFS Proposed CFS A venida Encinas Inlet 3.9 4.1 Onsite Grated Inlet 8.4 8.7 4 I I I I I I I I I I I I I I I I I I I B. Hydrologic Calculations Existing Conditions 05-1118 Pad 4 -Poinsettia Vill/J.ge Hydrologic calculations were performed using CivilCADD version 7.4, a computer program that uses the Rational Method. Soil Type 'A' was assumed (see Exhibit D) with a Runoff Coefficient of 0.80 (see Exhibit B). See Appendix B for calculations. Pertinent exhibits from the San Diego County Flood Division 2003 Hydrology Manual are listed in the table of contents for reference. 5 I I I I I I I I I I I I I I I I I I I APPENDIX A 05-1118 Pad 4 -Poinsettia Village 100-Year Existing Conditions (100 & 200 Series) (Refer to Exhibit J) 6 I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program 05-1118 Pad 4 -Poinsettia Village CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/21/05 PAD 4 -051118 EXISTING DRAINAGE (100 SERIES) -100 YEAR G\ACCTS\051118\EXI002nd --------------------------------------------~--------------------------- ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) =' 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****(SEE EXHIBIT "J" FOR INITIAL AREA CALCS.) User specified 'C' value of 0.800 given for subarea Calculated TC of 4.100 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 yea~ storm User specified values are as follows: TC = 4.10 min. Rain intensity = 6.85(In/Hr) Total area = 0.110(Ac.) Total runoff = 2.200(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 67.000(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 240.000(Ft.) Channel base width 130.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 2.749(CFS) Depth of flow = 0.023(Ft.), Average velocity Channel flow top width = 132.332(Ft.) 7 2.749(CFS) 0.899(Ft/S) I I I I I I I I I I I I I I I I I I I Flow Velocity 0.90(Ft/s) Travel time = 4.45 min. Time of concentration = 8.55 min. Critical depth = 0.024(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 05-1118 Pad 4 -Poinsettia Village Rainfall intensity = 4.846(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.664 Subarea runoff = 1.018(CFS) for 0.720(Ac.) Total runoff = 3.218(CFS) Total area = Depth of flow = 0.026(Ft.), Average velocity = Critical depth = 0.027(Ft.) 0.830(AC.) 0.956·(Ft/s·) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.830(Ac.) Runoff from this stream 3.218(CFS) Time of concentration 8.55 min. Rainfall intensity = 4.846(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 108.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance 70.000(Ft.) Highest elevation = 67.400(Ft.) Lowest elevation = 66.800(Ft.) Elevation difference 0.600(Ft.) Slope = 0.857 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.86 %, in a deveiopment type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 4.10 minutes (for slope value of 1.00 %) The initial area total distance of 70.00 (Ft.) entered leaves a remaining distance of 10.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.29 minutes for a distance of 10.00 (Ft.) and a slope of 0.86-% with an elevation difference of 0.09(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3 )/(elevation change(Ft.))]A.385 *60 (min/hr) 0.287 Minutes Tt=[(11.9*0.0019A3)/( 0.09)]A.385= 0.29 Total initial area Ti 4.10 minutes from Table 3-2 plus 0.29 minutes from the Figure 3-4 formula = 4.39 minutes Calculated TC of 4.387 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations 8 I I I I I I I I I I I I I I I I I I I 05-1118 Pad 4 -Poinsettia Village Rainfall intensity (I) = 6.850 (In/Hr) for a 10.0.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.8'00 Subarea runoff = 0.548(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 110.000 to point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 66.800(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 210.000(Ft.) Channel base width 120.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 1.365(CFS) Depth of flow = 0.016(Ft.), Average velocity Channel flow top width = 121.577(Ft.) Flow Velocity = 0.72(Ft/s) Travel time 4.89 min. Time of concentration = 9.27 min. Critical depth = 0.016(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea l. 365 (CFS) 0.716 (Ft/s) Rainfall intensity = 4.599(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.456 Subarea runoff = 1.549(CFS) for 0.470(Ac.) Total runoff = 2.097(CFS) Total area Depth of flow = 0.020(Ft.), Average velocity = Critical depth = 0.021(Ft.) 0.570 (Ac.) 0.849(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.0'00 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.570(Ac.) Runoff from this stream 2.097(CFS) Time of concentration 9.27 min. Rainfall intensity = 4.599(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 114.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 l. 000 0.000 0.000 0.000 Initial subarea total flow distance 9 63.000 (Ft.) I I I I I I I I I I I I I I I I I I I Highest elevation = 67.000(Ft.) Lowest elevation = 66.500(Ft.) Elevation difference 0.500(Ft.) Slope = 0.794 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) 05-1118 Pad 4 -Poinsettia Village for the top area slope value of 0.79 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 4.10 minutes (for slope value of 1.00 %) The initial area total distance of 63.00 (Ft.) entered leaves a remaining distance of 3.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.12 minutes for a distance of 3.00 (Ft.) and a slope of 0.79 % with an elevation difference of 0.02(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3 )/(elevation change(Ft.»]A.385 *60(min/hr) 0.117 Minutes Tt=[(ll.9*0.0006A3)/( 0.02)]A.385= 0.12 Total initial area Ti 4.10 minutes from Table 3-2 plus 0.12 minutes from the Figure 3-4 formula = 4.22 minutes Calculated TC of 4.217 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 = 0.800 Subarea runoff = 0.110(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 66.500(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 245.000(Ft.) Channel base width 100.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.753(CFS) Depth of flow = 0.013(Ft.), Average velocity Channel flow top width = 101.334(Ft.) Flow Velocity = 0.56(Ft/S) Travel time 7.29 min. Time of concentration = 11.50 min. Critical depth = 0.012(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 0.753 (CFS) o . 5 6 0 (Ft / s ) Rainfall intensity = 4.002 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.328 Subarea runoff = 1.20~(CFS) for 0.390(AC.) Total runoff = 1.313(CFS) Total area Depth of flow = 0.019(Ft.), Average velocity = Critical depth = 0.017(Ft.) 0.410 (Ac.) 0.699(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 10 I I I I I I I I I I I I I I I I I I I **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.410(Ac.) Runoff from this stream = 1.313(CFS) Time of concentration 11.50 min. Rainfall intensity = 4.002(In/Hr) 05-1118 Pad 4 -Poinsettia Vil1;:tge ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 116.000 to Point/Station 118.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 1. 000 0.000 0.000 0.000 Initial subarea total flow distance = Highest elevation = 66.000(Ft.) Lowest elevation = 65.500(Ft.) 3 0 . 0 0 0 (Ft. ) Elevation difference 0.500(Ft.) Slope = 1.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.67 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration (for slope value of 2.00 %) 3.60 minutes Calculated TC of 3.600 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 = 0.800 Subarea runoff = 0.164(CFS) Total initial stream area = 0.030 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 65.500(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 110.000(Ft.) Channel base width 140.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.689(CFS) Depth of flow = 0.009(Ft.), Average velocity = Channel flow top width = 140.949(Ft.) Flow Velocity = 0.52(Ft/s) Travel time 3.55 min. Time of concentration = 7.15 min. critical depth = 0.009(Ft.) Adding area flow to channel 11 0.689(CFS) 0.517(Ft/S) I I I I I I I I I I I I I I I I I I I User specified 'C' value of 0.800 given for subarea Rainfall intensity = 5.441(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.208 Subarea runoff = 0.967(CFS) for 0.230(Ac.) 05-1118 Pad 4 -Poinsettia Village year storm Total runoff = 1.132(CFS) Total area Depth of flow = 0.013(Ft.), Average velocity = 0.260 (Ac.) 0.630(Ft/s) Critical depth = 0.013(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.260(Ac.) Runoff from this stream 1.132(CFS) Time of concentration 7.15 min. Rainfall intensity = 5.441 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 122.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance 25.000(Ft.) Highest elevation = 65.000(Ft.) Lowest elevation = 64.800(Ft.) Elevation difference 0.200(Ft.) Slope = 0.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.80 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 4.10 minutes (for slope value of 1.00 %) Calculated TC of 4.100 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 = 0.800 Subarea runoff = 0.110(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 64.800(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 155.000(Ft.) Channel base width 160.000(Ft.) Slope or 'Z' of left channel bank = 50.000 12 I I I I I I I I I I I I I I I I I I I Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.817(CFS) Depth of flow = 0.013(Ft.), Average velocity Channel flow top width = 161.298(Ft.) Flow Velocity = 0.39(Ft/S) Travel time 6.59 min. Time of concentration = 10.69 min. Critical depth = 0.009(Ft.) Adding area flow to channel Decimal fraction soil group A 1.000 Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type group B group C group D (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 0.000 0.000 0.000 05-1118 Pad 4 -Poinsettia Village 0.817 (cFS) 0.392 (Ft/s) Rainfall intensity = 4.196(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.344 Subarea runoff = 1.334(CFS) for 0.410(Ac.) Total runoff = 1.443 (CFS) Total area Depth of flow = 0.018(Ft.), Average velocity = 0.430 (Ac.) 0.491(Ft/s) Critical depth = 0.014(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 0.430(Ac.) Runoff from this stream 1.443(CFS) Time of concentration = 10.69 min. Rainfall intensity = 4.196(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.218 8.55 4.846 2 2.097 9.27 4.599 3 1.313 11.50 4.002 4 1.132 7.15 5.441 5 1.443 10.69 4.196 Qmax(l) 1. 000 * 1. 000 * 3.218) + 1. 000 * 0.922 * 2.097) + 1.000 * 0.743 * 1. 313) + 0.891 * 1. 000 * 1.132) + 1. 000 * 0.800 * 1. 443) + 8.290 Qmax(2) 0.949 * 1. 000 * 3.218) + 1. 000 * 1. 000 * 2.097) + 1.000 * 0.806 * 1. 313) + 0.845 * 1. 000 * 1.132) + 1.000 * 0.867 * 1. 443) + = 8.418 13 I I I I I' I I I I I I I I I I I I Qmax(3) 0.826 * 1. 000 * 3.218) + 0.870 * 1.000 * 2.097) + 1. 000 * 1. 000 * 1. 313) + 0.736 * 1. 000 * 1. 132) + 0.954 * 1. 000 * 1.443) + 8.005 Qmax(4) 1.000 * 0.836 * 3.218) + 1.000 * 0.770 * 2.097) + 1. 000 * 0.621 * 1. 313) + 1. 000 * 1.000 * 1.132) + 1.000 * 0.668 * 1. 443) + 7.216 Qmax(5) 0.866 * 1.000 * 3.218) + 0.912 * 1. 000 * 2.097) + 1.000 * 0.929 * 1. 313) + 0.771 * 1. 000 * 1.132) + 1.000 * 1.000 * 1.443) + 8.235 Total of 5 streams to confluence: Flow rates before confluence point: 3.218 2.097 1.313 1.132 Maximum flow rates at confluence using above data: 8.290 8.418 8.005 7.216 Area of streams before confluence: 0.830 0.570 0.410 0.260 Results of confluence: Total flow rate = 8.418(CFS) Time of concentration 9.274 min. 05-1118 Pad 4 -Poinsettia Village 1.443 8.235 0.430 Effective stream area after confluence 2.500 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.000(Ft.) Downstream point/station elevation 63.000(Ft.) pipe length 240.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 8.418(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow 8.418(CFS) Normal flow depth in pipe = 11.82(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 12.39(In.) Pipe flow velocity = 5.46(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) 10.01 min. End of computations, total study area = 2.500 (Ac.) 14 I I I I I I. I I I I I I I I I I I San Diego County Rational Hydrology Program 05-1118 Pad 4 -Poinsettia Village 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: 09/14/05 PAD 4 -051118 EXISTING DRAINAGE (200 SERIES) -100 YEAR G:\ACCTS\051118\EX2003RD THOMAS GUINN ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****(SEE EXHIBIT "J" FOR INITIAL AREA CALCS.) User specified 'C' value of 0.800 given for subarea Calculated TC of 4.100 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 User specified values are as follows: TC = 4.10 min. Rain intensity = 6.85(In/Hr) Total area = 0.060(AC.) Total runoff = 0.370(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Stat;:ion 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 66.500(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 400.000(Ft.) Channel base width 50.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 1.040(CFS) Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 1.040(CFS) Depth of flow = 0.028(Ft.), Average velocity 0.715(Ft/s) 15 I I I I I I I I I I I I I I I I I I Channel flow top width = 52.832(Ft.) Flow Velocity = 0.71(Ft/s) Travel time 9.33 min. Time of concentration = 13.43 min. Critical depth = 0.024(Ft.) Adding area flow to channel User specified ICI value of 0.800 given for subarea Rainfall intensity = 3.622 (In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.448 Subarea runoff = 1.253(CFS) for 0.500(Ac.) 05-1118 Pad 4 -Poinsettia Village year storm Total runoff = 1.623(CFS) Total area Depth of flow = 0.037(Ft.), Average velocity = 0.560 (AC.) 0.848(Ft/s) Critical depth = 0.032(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 204.000 to Point/Station 2·04.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.560(Ac.) Runoff from this stream 1.623(CFS) Time of concentration 13.43 min. Rainfall intensity = 3.622(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++ Process from Point/Station 210.000 to Point/Station 212.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance 35.000(Ft.) Highest elevation = 66.000(Ft.) Lowest elevation = 65.800(Ft.) Elevation difference 0.200(Ft.) Slope = 0.571 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.57 %, in a development type of General Commercial In Accordance with Table 3-2 Initial Area Time of Concentration 4.70 minutes (for slope value of 0.50 %) Calculated TC of 4.700 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 = 0.800 Subarea runoff = 0.055(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** 16 I I I I I I I I I I I I I I I I I I I Upstream point elevation = 65.800(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 115.000(Ft.) Channel base width 50.000(Ft.) Slope or 'Z' of left channel bank = 50.000 'Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.192(CFS) 05-1118 Pad 4 -Poinsettia Village 0.192(CFS) Depth of flow = 0.008(Ft.), Average velocity Channel flow top width = 50.783(Ft.) 0.486 (Ft/s) Flow Velocity = ·0.49(Ft/S) Travel time 3.94 min. Time of concentration = 8.64 min. Critical depth = 0.008(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea Rainfall intensity = 4.813(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.048 Subarea runoff = 0.176(CFS) for 0.050(Ac.) Total runoff = 0.231(CFS) Total area Depth of flow = 0.009(Ft.), Average velocity = 0.060 (Ac.) 0.523(Ft/S) Critical depth = 0.009(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.060(Ac.) Runoff from this stream 0.231(CFS) Time of concentration = 8.64 min. Rainfall intensity = 4.813 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 1.000 0.000 0.000 0.000 Initial subarea total flow distance Highest elevation = 65.000(Ft.) Lowest elevation = 64.800(Ft.) 30 . 000 (Ft. ) Elevation difference 0.200(Ft.) Slope = 0.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.67 %, in a development General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 17 4.70 minutes type of I I I I I I I I I I I I I I I I I I I (for slope value of 0.50 %) 05-1118 Pad 4 -Poinsettia Village Calculated TC of 4.700 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 = 0.800 Subarea runoff = 0.164(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 64.800(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 130.000(Ft.) Channel base width 30.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.300(CFS) 0.300(CFS) Depth of flow = 0.018(Ft.), Average velocity Channel flow top width = 31.831(Ft.) 0.529 (Ft/s)' Flow Velocity = 0.53(Ft/S) Travel time 4.09 min. Time of concentration = 8.79 min. Critical depth = 0.014(Ft.) Adding area flow to channel User specified 'C' value of 0.520 given for subarea Rainfall intensity = 4.760(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.078 Subarea runoff = 0.207(CFS) for 0.120(Ac.) Total runoff = 0.371(CFS) Total area Depth of flow = 0.021(Ft.), Average velocity = 0.150 (Ac.) 0.575(Ft/s) Critical depth = 0.017(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station2Q4.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.150(Ac.) Runoff from this stream 0.371(CFS) Time of concentration = 8.79 min. Rainfall intensity = 4.760 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.623 13.43 3.622 2 0.231 8.64 4.813 3 0.371 8.79 4.760 Qmax(l) 1.000 * 1.000 * 1. 623) + 0.753 * 1. 000 * 0.231) + 18 I I I I I I I I I I I I I I I I I I I 0.761 * 1.000 * 0.371) Qmax(2) l. 000 * ·0.644 * l. 623) l. 000 * l. 000 * 0.231) l. 000 * 0.983 * 0.371) Qmax (3) ;: l. 000 * 0.655 * l. 623) 0.989 * l. 000 * 0.231) 1.000 * l. 000 * 0.371) Total of 3 streams to confluence: Flow rates before confluence point: 1.623 0.231 0.371 + + + + + + + 2.079 l.640 l. 662 05-1118 Pad 4 -Poinsettia Village Maximum flow rates at confluence using above data: 2.079 1.640 1.662 Area of streams before confluence: 0.560 0.060 0.150 Results of confluence: Total flow rate = 2.079(CFS) Time of concentration 13.430 min. Effective stream area after confluence 0.770 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 206.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 64.000(Ft.) Downstream point elevation 63.600(Ft.) Channel length thru subarea 55.000(Ft.) Channel base width 20.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 2.106(CFS) Depth of flow = 0.069(Ft.) I Average velocity Channel flow top width = 26.914(Ft.) Flow Velocity = 1.30(Ft/s) Travel time 0.71 min. Time of concentration = 14.14 min. Critical depth = 0.066(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 2.106(CFS) 1.299(Ft/S) Rainfall intensity = 3.504(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.632 Subarea runoff = 0.136(CFS) for 0.020(Ac.) Total runoff = 2.215(CFS) Total area Depth of flow = 0.071(Ft.) I Average velocity = Critical depth = 0.068(Ft.) o . 7 9 0 CAc • ) 1.321(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station· 206.000 to Point/Station 206.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.790(Ac.) 19 I I I I I I I I I I I I I I I I I I I Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting 2.215(CFS) 14.14 min. 3.504(In/Hr) with Main Stream No. 2 05-1118 Pad 4 -Poinsettia Village ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 218.000 to Point/Station 220.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 1.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance 30.000(Ft.) Highest elevation = 64.800(Ft.) Lowest elevation = 64.600(Ft.) Elevation difference 0.200(Ft.) Slope = 0.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.67 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 4.70 minutes (for slope value of 0.50 %) Calculated TC of 4.700 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 = 0.800 Subarea runoff = 0.164(CFS) Total initial stream area = 0.030(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 206.00:0 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 64.600(Ft.) Downstream point elevation 63.600(Ft.) Channel length thru subarea 200.000(Ft.) Channel base width 35.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel 0.509(CFS) Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.509(CFS) Depth of flow = 0.024(Ft.), Average velocity 0.576(Ft/s) Channel flow top width = 37.439(Ft.) Flow Velocity = 0.58(Ft/S) Travel time 5.78 min. Time of concentration = 10.48 min. Critical depth = 0.019(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea Rainfall intensity = 4.249(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area 20 I I I I I I I I I I I I I I I I I I I CA = 0.184 0.617(CFS) for 0.200(Ac.) 05-1118 Pad 4 -Poinsettia Village (Q=KCIA) is C = 0.800 Subarea runoff = Total runoff = 0.782(CFS) Total area Depth of flow = Critical depth = 0.031(Ft.), Average velocity = 0.025 (Ft.) 0.230 (Ac.) 0.679(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~++++ Process from Point/Station 206.000 to Point/Station 2,06.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 0.782(CFS) Time of concentration = 10.48 min. Rainfall intensity = 4.249(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.215 14.14 3.504 2 0.782 10.48 4.249 Qmax(l) 1.000 * 1.000 * 2.215) + 0.825 * 1. 000 * 0.782) + = 2.859 Qmax(2) 1. 000 * 0.742 * 2.215) + 1. 000 * 1.000 * 0.782) + 2.424 Total of 2 main streams to confluence: Flow rates before confluence point: 2.215 0.782 Maximum flow rates at confluence using above data: 2.859 2.424 Area of streams before confluence: 0.790 0.230 Results of confluence: Total flow rate = 2.859(CFS) Time of concentration 14.136 min. Effective stream area after confluence 1. 020 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 208.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 63.600(Ft.) Downstream point elevation 61.200(Ft.) Channel length thru subarea 290.000(Ft.) Channel base width 35.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel Flow(q) thru subarea = 0.500 (Ft.) 3.071 (CFS) 21 3.071 (CFS) I I I I I I I I I I I I I I I I I I I Depth of flow = 0.061(Ft.), Average velocity Channel flow top width = 41.091(Ft.) Flow Velocity = 1.33(Ft/s) Travel time 3.65 min. Time of concentration = 17.78 min. Critical depth = 0.061(Ft.) Adding area flow to channel 05-1118 Pad 4 -Poinsettia Village 1.325(Ft/S) User specified 'C' value of 0.800 given for subarea Rainfall intensity = 3.022(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 1.064 Subarea runoff = 0.356(CFS) for 0.310(Ac.) Total runoff = 3.215(CFS) Total area Depth of flow = 0.063(Ft.), Average velocity = Critical depth = 0.062(Ft.) 1.330 (Ac.) 1. 348 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.800.given for subarea Time of concentration = 17.78 min. Rainfall intensity = 3.022(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 1.296 Subarea runoff = 0.701(CFS) for 0.290 (Ac.) Total runoff = 3.917(CFS) Total area = End of computations, total study area = 1. 620 (Ac.) 1.620 (Ac.) 22 I I I I I I I I I I I I I I I I I I I C. Hydrologic Calculations Developed Conditions 05-1118 Pad 4 -Poinsettia Village Hydrologic calculations were performed using CivilCADD version 7.4, a computer program that uses the Rational Method. See Appendices B for calculations. Pertinent exhibits from the San Diego County Flood Division 2003 Hydrology Manual are listed in the table of·contents for reference. 23 I I I I I I I I I I I I I I I I I I I APPENDIXB 05-1118 Pad 4--Poinsettia Village 100-Year Proposed Conditions (100 & 200 Series) (Refer to Exhibit K) 24 I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program 05-1118 Pad 4 -Poinsettia Village CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 07/21/05 PAD 4 -051118 PROPOSED DRAINAGE (100 SERIES) -100 YEAR G:\ACCTS\051118\PR1002nd ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 100.000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****(SEE EXHIBIT "K" FOR INITIAL AREA CALCS.) User specified 'C' value of 0.800 given for subarea Calculated TC of 4.100 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 User specified values are as follows: TC = 4.10 min. Rain intensity = 6.85(In/Hr) Total area = 0.110(Ac.) Total runoff = 2.200(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 102.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 67.000(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 240.000(Ft.) Channel base'width 130.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 2.749(CFS) Depth of flow = 0.023(Ft.), Average velocity Channel flow top width = 132.332(Ft.) 25 2.749(CFS) 0.899(Ft/S) I I I I I I I I I I I I I I I I I I I Flow Velocity = 0.90(Ft/s) Travel time 4.45 min. Time of concentration = 8.55 min. Critical depth = 0.024(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 05-1118 Pad 4 -Poinsettia Village Rainfall intensity = 4.846 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.664 Subarea runoff = 1.018(CFS) for 0.720(Ac.) Total runoff = 3.218(CFS) Total area Depth of flow = 0.026(Ft.), Average velocity = Critical depth = 0.027(Ft.) 0.830(Ac.) 0.956(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.830(Ac.) Runoff from this stream 3.218(CFS) Time of concentration 8.55 min. Rainfall intensity = 4.846 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 1.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance 70.000(Ft.) Highest elevation = 67.400(Ft.) Lowest elevation = 66.800(Ft.) Elevation difference 0.600(Ft.) Slope = 0.857 % Top of Initial Area Slope adjusted by User to 3.714 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.71 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 3.40 minutes (for slope value of 3.00 %) Calculated TC of 3.400 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 = 0.800 Subarea runoff = 0.548(CFS) Total initial stream area = 0.100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** 26 , I I I I I I I I I I I I I I I I I I I I Upstream point elevation = 66.800(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 210.000(Ft.) Channel base width 120.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 1.448(CFS) Depth of flow = 0.016(Ft.), Average velocity Channel flow top width = 121.634(Ft.) Flow Velocity = 0.73(Ft/s) Travel time 4.77 min. Time of concentration = 8.17 min. Critical depth = 0.017(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 05-1118 Pad 4 -Poihsettia Village 1.448 (CFS) 0.733(Ft/s) Rainfall intensity = 4.990(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.456 Subarea runoff = 1.727(CFS) for 0.470(Ac.) Total runoff = 2.275(CFS) Total area Depth of flow = 0.021(Ft.), Average velocity = 0.570 (Ac.) 0.877(Ft/s) Critical depth = 0.022(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.570(Ac.) Runoff from this stream 2.275(CFS) Time of concentration = 8.17 min. Rainfall intensity = 4.990(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 114.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type group B group C group D (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 1. 000 0.000 0.000 0.000 Initial subarea total flow distance Highest elevation = 67.000(Ft.) Lowest elevation = 66.500(Ft.) 63 . 000 (Ft. ) Elevation difference 0.500(Ft.) Slope = 0.794 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.79 %, in a development General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 4.10 minutes 27 type of I I I I I I I I I I I- I I I I I I I I (for slope value of 1.00 %) 05-1118 Pad 4 -Poinsettia Village The initial area total distance of 63.00 (Ft.) entered leaves a remaining distance of 3.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.12 minutes for a distance of 3.00 (Ft.) and a slope of 0.79 % with an elevation difference of 0.02(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3 )/(elevation change(Ft.))]A.385 *60(min/hr) 0.117 Minutes Tt=[(11.9*0.0006A3)/( 0.02)]A.385= 0.12 Total initial area Ti 4.10 minutes from Table 3-2 plus 0.12 minutes from the Figure 3-4 formula = 4.22 minutes Calculated TC of 4.217 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 = 0.800 Subarea runoff = 0.110(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 66.500(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 245.000(Ft.) Channel base width 100.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.753(CFS) Depth of flow = 0.013(Ft.), Average velocity Channel flow top width = 101.334(Ft.) Flow Velocity = 0.56(Ft/s) Travel time 7.29 min. Time of concentration = 11.50 min. Critical depth = 0.012(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 0.753 (-CFS) 0.560(Ft/S) Rainfall intensity = 4.002(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.328 Subarea runoff = 1.203(CFS) for 0.390(Ac.) Total runoff = 1.313(CFS) Total area = Depth of flow = 0.019(Ft.), Average velocity = Critical depth = 0.017(Ft.) 0.410 (Ac.) 0.699(Ft/S) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 104.000 to point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.410(Ac.) Runoff from this stream 1.313(CFS) Time of concentration 11.50 min. Rainfall intensity = 4.002(In/Hr) 28 I I I I I I I I I I I I I I I I I I I 05-1118 Pad 4 -Poinsettia Village ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 118.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial group A group B group C group D Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 1.000 0.000 0.000 0.000 Initial subarea total flow distance Highest elevation = 66.000(Ft.) Lowest elevation = 65.500(Ft.) 3 0 . 0 0 0 (Ft. ) Elevation difference 0.500(Ft.) Slope = 1.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.67 %, in a development type of General Commercial In Accordance with Table 3-2 Initial Area Time of Concentration (for slope value of 2.00 %) 3.60 minutes Ca~culated TC of 3.600 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 = 0.800 Subarea runoff = 0.164(CFS) Total initial stream area = 0.030 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 65.500(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 110.000(Ft.) Channel base width 140.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.842(CFS) Depth of flow = O.Oll(Ft.), Average velocity Channel flow top width = 141.070(Ft.) Flow Velocity = 0.56(Ft/s) Travel time 3.27 min. Time of concentration = 6.87 min. Critical depth = 0.010(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 0.842(CFS) 0.560(Ft/s) Rainfall intensity = 5.579(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C'= 0.800 CA = 0.256 Subarea runoff = 1.264(CFS) for 0.290(Ac.) Total runoff = 1.428(CFS) Total area Depth of flow = 0.015(Ft.), Average velocity = Critical depth = 0.015(Ft.) 29 0.320 (Ac.) 0.691(Ft/S) I I I I I I I I I I I I I I I I I I I 05-1118 Pad 4 -Poinsettia Village ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 118.000 to point/Station 104.000 **** SUBAREA FLOW ADDITION **** User specified ICI value of 0.520 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 0.957(CFS) therefore the upstream flow rate of Q = 1.428(CFS) is being used Time of concentration = 6.87 min. Rainfall intensity = 5.579(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.172 Subarea runoff O.OOO(CFS) for 0.010(Ac.) Total runoff = 1.428(CFS) Total area = 0.330(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** User specified ICI value of 0.800 given for subarea Time of concentration = 6.87 min. Rainfall intensity = 5.579(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.272 Subarea runoff 0.089(CFS) for 0.010(Ac.) Total runoff = 1.518(CFS) Total area = 0.340(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 104.0-00' **** SUBAREA FLOW ADDITION **** User specified ICI value of 0.520 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 1.044(CFS) therefore the upstream flow rate of Q = 1.518(CFS) is being used Time of concentration = 6.87 min. Rainfall intensity = 5.579(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.187 Subarea runoff O.OOO(CFS) for 0.020(Ac.) Total runoff = 1.518(CFS) Total area = 0.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.360(Ac.) Runoff from this stream 1.518(CFS) Time of concentration 6.87 min. Rainfall intensity = 5.579(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 122 .. 000 **** INITIAL AREA EVALUATION **** 30 I I I I I I I I I I I I I I I I I I I Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 1. 000 0.000 0.000 0.000 Initial subarea total flow distance Highest elevation = 66.700(Ft.) Lowest elevation = 66.200(Ft.) 25.000 (Ft. ) 05-1118 Pad 4 -Poinsettia Village Elevation difference 0.500(Ft.) Slope = 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 General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration (for slope value of 2.00 %) 3.60 minutes Calculated TC of 3.600 minutes is less than 5 minutes, resetting TC t'o 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 = 0.800 Subarea runoff = 0.055(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** ' Upstream point elevation = 66.200(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 110.000(Ft.) Channel base width 100.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.585(CFS) Depth of flow = 0.009(Ft.), Average velocity Channel flow top width = 100.938(Ft.) Flow Velocity = 0.62(Ft/s) Travel time 2.95 min. Time of concentration = 6.55 min. Critical depth = 0.010(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 0.585(CFS) 0.621(Ft/S) Rainfall intensity = 5.754 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.184 Subarea runoff = 1.004 (CFS) for 0.220 (Ac.·) Total runoff = 1.059(CFS) Total area Depth of flow = 0.013(Ft.), Average velocity = Critical depth = 0.015(Ft.) 0.230 (A,c.) 0.786(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** 31 I I I I I I I I I I I I I I I I I I I User specified 'C' value of 0.800 given for subarea Time of concentration = 6.55 min. 05-1118 Pad 4 -Poinsettia Village Rainfall intensity = 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (.Q=KCIA) is C = 0.800 CA = 0.208 Subarea runoff 0.138(CFS) for 0.030(Ac.) Total runoff = 1.197(CFS) Total area = 0.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 0.260 (Ac.) Runoff from this stream 1.197(CFS) Time of concentration = 6.55 min. Rainfall intensity = 5.754 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.218 8.55 4.846 2 2.275 8.17 4.990 3 1.313 11.50 4.002 4 1.518 6.87 5.579 5 1.197 6.55 5.754 Qmax(l) 1.000 * 1. 000 * 3.218) + 0.971 * 1. 000 * 2.275) + 1.000 * 0.743 * 1. 313) + 0.869 * 1. 000 * 1.518) + 0.842 * 1. 000 * 1. 197) + 8.729 Qmax(2) 1. 000 * 0.956 * 3.218) + 1. 000 * 1. 000 * 2.275) + 1. 000 * 0.710 * 1. 313) + 0.894 * 1. 000 * 1.518) + 0.867 * 1. 000 * 1.197) + 8.678 Qmax(3) 0.826 * 1. 000 * 3.218) + 0.802 * 1.000 * 2.275) + 1.000 * 1. 000 * 1. 313) + 0.717 * 1. 000 * 1. 518) + 0.696 * 1. 000 * 1.197) + 7.716 Qmax(4) 1.000 * 0.804 * 3.218) + 1.000 * 0.841 * 2.275) + 1. 000 * 0.597 * 1. 313) + 1.000 * 1.000 * 1.518) + 0.970 * 1. 000 * 1.197) + 7.962 Qmax(5) 1. 000 * 0.766 * 3.218) + 1. 000 * 0.802 * 2.275) + 1. 000 * 0.570 * 1. 313) + 1. 000 * 0.953 * 1.518) + 1. 000 * 1.000 * 1.197) + 7.681 32 I I I I I I I I I I I I I I I I I I I Total of 5 streams to confluence: Flow rates before confluence point: 3.218 2.275 1.313 1.518 Maximum flow rates at confluence using above data: 8.729 8.678 7.716 7.962 Area of streams before confluence: 0.830 0.570 0.410 0.360 Results of confluence: 8.729 (CFS) 05-1118 Pad 4 -Poinsettia Village 1.197 7.681 0.260 Total flow rate = Time of concentration Effective stream area = 8.551 min. after confluence 2.430 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.000(Ft.) Downstream point/station elevation 63.000(Ft.) Pipe length 240.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 8.729(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow 8.729(CFS) Normal flow depth in pipe = 12.08(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 12.66(In.) Pipe flow velocity = 5.51(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) 9.28 min. End of computations, total study area = 33 2.430 (Ac.) I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program 05-1118 Pad 4 -Poinsettia Village 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: 09/14/05 PAD 4 -051118 PROPOSED DRAINAGE (200 SERIES) -100 YEAR G:\ACCTS\051118\PR2003RD ********* Hydrology Study Control Information *******-*** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.600 24 hour precipitation(inches) = 4.300 P6/P24 = 60.5% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****(SEE EXHIBIT "K" FOR INITIAL AREA CALCS.) User specified 'C' value of 0.800 given for subarea Calculated TC of 4.100 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 User specified values are as follows: TC = 4.10 min. Rain intensity = 6.85(In/Hr) Total area = 0.060(Ac.) Total runoff = 0.370(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 66.500(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 400.000(Ft.) Channel base width 50.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 1.040(CFS) Depth of flow = 0.028(Ft.), Average velocity Channel flow top width = 52.832(Ft.) 34 1. 040 (CFS) 0.715 (Ft/s) I I I I I I I I I I I I I I I I I I I Flow Velocity = 0.71(Ft/s) Travel time 9.33 min. Time of concentration = 13.43 min. Critical depth = 0.024(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea 05-1118 Pad 4 -Poinsettia Village Rainfall intensity = 3.622(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCLA) is C = 0.800 CA = 0.448 Subarea runoff = 1.253(CFS) for 0.500(Ac.) Total runoff = 1.623(CFS) Total area Depth of flow = 0.037(Ft.), Average velocity = Critical depth = 0.032(Ft.) 0.560 (Ac.) 0.848(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.560(Ac.) Runoff from this stream 1.623(CFS) Time of concentration 13.43 min. Rainfall intensity = 3.622(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 212.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 1. 000 0.000 0.000 0.000 Initial subarea total flow distance Highest elevation = 66.000(Ft.) Lowest elevation = 65.800(Ft.) 3 5 • 0 0 0 (Ft. ) Elevation difference 0.200(Ft.) Slope = 0.571 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.57 %, in a development tyve of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration (for slope value of 0.50 %) 4.70 minutes Calculated TC of 4.700 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 = 0.800 Subarea runoff = 0.055(CFS) Total initial stream area = 0.010(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** 35 I I I I I I I I I I I I I I I I I I I Upstream point elevation = 65.BOO(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 115.000(Ft.) Channel base width 50.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow (g) thru subarea = O.216(CFS) Depth of flow = O.OOB(Ft.), Average velocity Channel flow top width = 50.B41(Ft.) Flow Velocity = 0.51(Ft/s) Travel time 3.76 min. Time of concentration = B.46 min. Critical depth = O.OOB(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.B50 Sub-Area C Value = O.BOO 1.000 0.000 0.000 0.000 05-1118 Pad 4 -Poinsettia Village 0.216 (CFS) 0.510(Ft/s) Rainfall intensity = 4.BBO(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = O.BOO CA = 0.064 Subarea runoff = 0.257(CFS) for 0.070(Ac.) Total runoff = 0.312(CFS) Total area Depth of flow = 0.010(Ft.), Average velocity = Critical depth = O.Oll(Ft.) O. OBO (Ac.) 0.590(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++f Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = O.OBO(AC.) Runoff from this stream 0.312(CFS) Time of concentration B.46 min. Rainfall intensity = 4.BBO(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.B50 Sub-Area C Value = 0.800 1.000 0.000 0.000 0.000 Initial subarea total flow distance Highest elevation = 65.000(Ft.) Lowest elevation = 64.BOO(Ft.) Elevation difference 0.200(Ft.) 36 3 0 . 000 (Ft. ) Slope 0.667 % I I I I I I I I I I I I I I I I I I I INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) 05-1118 Pad 4 -Poinsettia Village for the top area slope value of 0.67 %1 in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 4.70 minutes (for slope value of 0.50 %) Calculated TC of 4.700 minutes is less than 5 minutes 1 resetting TC to 5.0 minutes for rainfall intensity calculation's Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 0.164(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 64.800(Ft.) Downstream point elevation 64.000(Ft.) Channel length thru subarea 130.000(Ft.) Channel base width 30.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.300(CFS) Depth of flow = 0.018(Ft.) 1 Average velocity Channel flow top width = 31.831(Ft.) Flow velocity = 0.53(Ft/s) Travel time 4.09 min. Time of concentration = 8.79 min. Critical depth = 0.014(Ft.) Adding area flow to channel ,User specified 'C' value of 0.520 given for subarea 0.300(CFS) 0.529(Ft/s) Rainfall intensity = 4.760(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.078 Subarea runoff = 0.207(CFS) for 0.120(Ac.) Total runoff = 0.371(CFS) Total area Depth of flow = 0.021(Ft.) 1 Average velocity = Critical depth = 0.017(Ft.) 0.150 (Ac.) 0.575 (Ft/ s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 216.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.800 given for subarea Time of concentration = 8.79 min. Rainfall intensity = 4.760(In/Hr) for a 100.0 year storm Effec·tive runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.144 Subarea runoff 0.314(CFS) for 0.030(Ac.) Total runoff = 0.685(CFS) Total area = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 37 I I I I I I I I I I I I I I I I I I **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.180(AC.) Runoff from this stream 0.685(CFS) Time of concentration = 8.79 min. Rainfall intensity = 4.760(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 1.623 13.43 3.622 2 0.312 8.46 4.880 3 0.685 8.79 4.760 Qmax(l) 1.000 * 1. 000 * 1. 623) + 0.742 * 1. 000 * 0.312) + 0.761 * 1. 000 * 0.685) + 2.376 Qmax(2) = 1.000 * 0.630 * 1. 623) + 1. 000 * 1. 000 * o .312) + 1. 000 * 0.962 * 0.685) + 1.994 Qmax(3) 1.000 * 0.655 * 1. 623) + 0.975 * 1.000 * o .312) + 1. 000 * 1. 000 * 0.685) + = 2.052 Total of 3 streams to confluence: Flow rates before confluence point: 1.623 0.312 0.685 Maximum flow rates at confluence using above data: 2.376 1.994 2.052 Area of streams before confluence: 0.560 0.080 0.180 Results of confluence: Total flow rate = 2.376(CFS) Time of concentration 13.430 min. Effective stream area after confluence 0.820 (Ac. ) 05-1118 Pad 4 -Poinsettia Village ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 206.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = 64.000(Ft.) Downstream point elevation 63.600(Ft.) Channel length thru subarea 55.000(Ft.) Channel base width 20.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 2.405(CFS) Depth of flow = 0.075(Ft.), Average velocity Channel flow top width = 27.461(Ft.) Flow Velocity = 1.36(Ft/s) Travel time 0.67 min. Time of concentration = 14.10 min. 38 2.405(CFS) 1. 358 (Ft / s) I I I I I I I I I I I I I I I I I I I Critical depth = 0.072(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea The area added to the existing stream causes a a lower flow rate of Q 2.358(CFS) 05-1118 Pad 4 -Poinsettia Village therefore the upstream flow rate of Q = 2.376(CFS) is being used Rainfall intensity = 3.509(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.672 Subarea runoff = O.OOO(CFS) for 0.020(Ac.) Total runoff = 2.376(CFS) Total area Depth of flow = 0.074(Ft.), Average velocity = Critical depth = 0.071(Ft.) 0.S40(AC.) 1.353(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 206.000 to Point/Station 206.'00,0 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.S40(Ac.) Runoff from this stream 2.376(CFS) Time of concentration = 14.10 min. Rainfall intensity = 3.509(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 21S.000 to Point/Station 220.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 1.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.S50 Sub-Area C Value = O.SOO Initial subarea total flow distance 30.000(Ft.) Highest elevation = 64.S00(Ft.) Lowest elevation = 64.600(Ft.) Elevation difference 0.200(Ft.) Slope = 0.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.67 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration 4.70 minutes (for slope value of 0.50 %) Calculated TC of 4.700 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.S50(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = O.SOO Subarea runoff = 0.164(CFS) Total initial stream area = 0.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 206.000 39 I I I I I I· I I I I I I I I I I I I I **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 64.600(Ft.) Downstream point elevation 63.600(Ft.) Channel length thru subarea 200.000(Ft.) Channel base width 3S.000(Ft.) Slope or 'Z' of left channel bank = SO.OOO Slope or 'Z' of right channel bank = SO.OOO Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel O.SOO(Ft.) Flow(q) thru subarea = 0.S09(CFS) 05-1118 Pad 4 -Poinsettia Village 0.S09(CFS) Depth of flow = 0.024(Ft.) I Average velocity Channel flow top width = 37.439(Ft.) 0.S76(Ft/S) Flow Velocity = 0.S8(Ft/s) Travel time S.78 min. Time of concentration = 10.48 min. Critical depth = 0.019(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea Rainfall intensity = 4.249 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.184 Subarea runoff = 0.617(CFS) for 0.200(Ac.) Total runoff = 0.782(CFS) Total area Depth of flow = 0.031(Ft.) I Average velocity = 0.230 (AC.) 0.679(Ft/s) Critical depth = 0.02S(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 206.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.230(Ac.) Runoff from this stream 0.782(CFS) Time of concentration = 10.48 min. Rainfall intensity = 4.249(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.376 14.10 3.S09 2 0.782 10.48 4.249 Qmax(l) = 1.000 * 1. 000 * 2.376) + 0.826 * 1.000 * 0.782) + 3.022 Qmax(2) 1.000 * 0.743 * 2.376) + 1. 000 * 1. 000 * 0.782) + 2.S48 Total of 2 main streams to confluence: Flow rates before confluence point: 2.376 0.782 Maximum flow rates at confluence using above data: 3.022 2.S48 Area of streams before confluence: 0.840 0.230 40 I I I I I I I I I I I I I I I I I I I Results of confluence: Total flow rate = 3.022(CFS) Time of concentration 14.105 min. 05-1118 Pad 4 .,.-Poinsettia Village Effective stream area after confluence 1.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 206.000 to point/Station 208.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 63.600(Ft.) Downstream point elevation 61.200(Ft.) Channel length thru subarea 290.000(Ft.)- Channel base width 35.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015- Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 3.221(CFS) Depth of flow = 0.063(Ft.), Average velocity Channel flow top width = 41.264(Ft.) Flow Velocity = 1.35(Ft/s) Travel time 3.58 min. Time of concentration = 17.69 min. Critical depth = 0.063(Ft.) Adding area flow to channel 3.221(CFS) 1.348(Ft/S) User specified 'C' value of 0.800 given for subarea Rainfall intensity = 3.032(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 1.104 Subarea runoff = 0.326(CFS) for 0.310(Ac.) Total runoff = 3.348(CFS) Total area Depth of flow = 0.064(Ft.), Average velocity = Critical depth = 0.063(Ft.) 1. 380 (Ac.) 1. 368 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.800 given for subarea Time of concentration = 17.69 min. Rainfall intensity = 3.032(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 1.336 Subarea runoff = 0.704(CFS) for 0.290(Ac.) Total runoff = 4.051(CFS) Total area = End of computations, total study area = 41 1. 670 CAc.) 1. 670 (Ac.) I I I I I I I I I I I I I I' I I I I I D. Hydraulic Calculations Developed Conditions OS-lit8 Pad 4 -Poin:settia Village The Hydraulics for the On Site Grated Inlet were calculated using the "Bureau of Public Roads, Capacity of grate inlet in sump'" chart. See Appendices C and Exhibit F for calculations. The Hydraulics for the Curb Inlet in A venida Encinas were calculated using the Curb Inlet Equations from the Carlsbad City Standards. See Appendices C and Exhibit I for calculations. 42 I I I I I' I I' I I I I I I I I' I I I I APPENDIXC Analysis of Proposed Storm Drain and Structures (Refer to drawing no. 430-2A) 43 05-1118 Pad 4 -Poinsettia Village I I I I I I I I' I· I I I I I I I I I I 05-1118 . Pad 4 -Poihsettia Village TYPE 4' X 7' CATCH BASIN CAPACITY CALCULATIONS This 4' x 7' catch basin will be subject to 8.7 CFS in the proposed developed condition (see attached hydrology run "PRlO02nd, Exhibit "F" and Exhibit "K". QmaxIP = 3.0 * HA312 (Bureau of Public Roads Chart -See attached exhibit) Q -Storm runoff P -Perimeter of catch basin grate (4' x 7' Area Drain P=4'+4'+7'+7'=22') H -Head (assume 6" depression, H=O.5') Assuming grate is half clogged: (P=22'12=11') Qmax= (3.0 * 0.5'A312)*11' = 11.6 cfs > 8.7 cfs ----I •• O.K. 4' X 7' CATCH BASIN GRATE DIMENSIONS 4' 7' 44 I I I I I I I I I I I I I I I I I I I OS-I118 Pad 4 ~ Poinsettia Village TYPE "B" (SDRSD D-2) CURB INLET CAPACITY CALCULATIONS This 4' opening (L=S') curb inlet will be subject to 4.1 CFS in the proposed developed condition (see attached hydrology run "PR2003rd, Exhibit "I" and Exhibit "K". Qmax = Lx2 (Carlsbad City Standards -See attached exhibit) Q -Storm runoff L -Length of catch basin (bS') Qmax = Sx2 = 10 cfs > 4.1 cfs ---".O.K. 5' CURB INLET DlMENSIONS 5' 4S I 05-1118 I Pad 4 -Poinsettia Village I I I I EXHIBITS I I . I I I I I I I I I I I 46 I I I I I I I I I I I I I I I I I I I SITE EXIDBITA CITY OF OCEANSIDE 78 PACIFIC 47 05-1118 Pad 4 -:lloinsettia Village -- -I:> 00 --------- ---- .. San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use I· Runoff Coefficient "C" SoillIEe . NRCS Elements Coun Elements %IMPER. 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 DUI A or less 10 0.27 0.32 036 0.41 Low Density Residential (LDR) Residential, 2.0 DUI 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 0.48 052 Medium Density Residential (MDR) Residential, 73 DU/A or less 40 0.48 0.51 0.54 057 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 DU/A or less 50 0.55 058 0.60 0.63 . High Density Residential (HDR) 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 0.1'8 0.79 CommerciallIndustrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 CommerciallIndustrial (G. Com) General Commercial 85 0.80 .0.80 0.81 0.82 ~-':-~ CommerciallIndustrial (O.P. Com) Office ProfessionaVCommercial 90 0.83 0.84 0.84 0.85 Commerci3l!Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.~5 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 i:unoff coefficient as described in Section 3.1.2 (representing the peniious 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 Fdrest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 " --- ~ ~ == c= """" 1-3 c= ~ -I:> I ~ Er rn ~ ~. < <6; ..... I -...... j;; ...... (Jq ...... (I) 00 - I I I I I I I I I I I I I I I I I I I 05-1118 Pad 4 -Poinsettia Village San Diego County Hydrology Manual . Date: June 2003 EXIDBITC Section: Page: 3 12of26 Note that the Initial1'ime of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect wltere 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 hydtology 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 3-1 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (T,) Element· Du/ .5% 1% 2% 3% 5% 10% Acre LM TI LM Ti LM Ti LM Ti LM Ti LM T; Natural SO 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 . 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 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.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G.Com , 50 4.7 60 4.1 '15 3.6 . '85'} 3.4 90 2.9 100 2.4 O.P.lCom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited!. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 49 ( I I I I I I I I I I I I I I I Encinitas' San Diego I m c. I I I r Pad 4 . 05-1118 -POInsettia Village EXHIBITD 50 ------------------- U\ ..... a. 'i:' .t.I·++rN+Htl-l :I 2 15 20 Minutes JIiTEHSITV .OOJlATlOH DESIGK CIIART nnfrrmnntmnnnnnr 'j' i j • 1'!1i.! UHun 1 ·z. ?44 P6 D' I • Intons1ty (In./Ilr.) "6• 6 IIr. Precipitation (III, n • lJu.r~t1on (MIn.) 3040S01 2 3 4 5 0 OU)'itlon Hours Ofrections for Appl1CitfOn: 1) FI'OtII precipttatiouaps determine 6 hr. and 24 hr. UIOIInts for the selected frequency. Theso NPS ore printed in the County Hydro logy llanua} (10, 50 And 100 yr. NilS Included in th Destgn and Procedure tlanual) ... 2) Adjust 6 hr. precipitation (ff necessary) so that it Is wIthin tha range of 45S to 651 of the 2~ hI'. precipitation. (llot nppl1cable to Desert) t \3) Plot 6 hr. precipitAtion on the right side g of the chart. "1 4} DrAW & Hne through the point pmllel to the plGtted Hnes. 5) This line is the intensl ty-duraUon curve for : the locatton being anAlYzed. , l'APP]fcattqn Fona: :": ,~~, $ali>~t~:,FreqUan~y.~. * 1) " ~.~n'':·~2t~. p,. ---'1.* '. 'l24 2) . Adjust« *p 6~ jll. 3) tc·. _ .Plln • • } J. .inlhl'~ ~liOt App1iclble to Desert Region t:j ~ ::3 t:j "t1 ~ .j:>. I "t1 o ~. ~ S· 0 <U\ ..... I ~~ (Jq ...... (D 00 I I I I I I I I I I I I I I I I I I I I. 0 • e .l .j ';", •• -.--"I , . , T r. '. I~ -: ~. .;;;;; . w 4 : '~',~' ' '{ , 1--0-1 p • 2. (o + b) A. & OW 10;: t ~ II • EXHIBITF 05-1118 Pad 4 -Poinsettia Village 1073.0'2 I" 'I" I' "1"" '11' ,'" I"" .~ II " '1'1 1/, ~I I ~ ,I . '; 4~ I /. : § a' I ~ 1 I I ./ I L. I , :;; .a ~ ., ~', \', :: § II ,. i;'1-ira) ;"" .: IIJ ,.." . ~ e ~ ': ~-= - .:: -- = It. Q 1--' ~ ./"" (/P .. 3. OH I '-: -;: v~ o.Ir:---t--r---f-+-t-+-+-i-H-I-If--l-+-+-++;--I-+-t-t-t-i---t-~ - '-~ ~ HH SUP 10 O. CUflVE (01 rtf? 1£9 t; HEADS II BotE I. TO CURI{E (I.b ,upilES ~ I ~ :; -: :; ~ ~ -p,I~C Ar~ ,'~~I~, :,?,If: O.l .2 oS.4.' ••• 7 .a.l1 LO & It 4 I O? 0 0 '0 aUnEAU OF PUBLIC ROADS CAPACITY Of 'GRATE INt.;ET IN SUMP OIVISIOWTWO ViASH..D.C. WATER PO,NDED ON GRAtE 52 --------~---------- Vl w COUlITY OF SAN 0 IEGO O[fAflTIIEIH Of SAtUTATION & fLOOD COtlTIIOL ~5' I W\"~ 33· I lS' ~ r[ I ~5' l'ln/.1 U.S. DEPARl'MEN r OF COM~IERCE NATIONAL. OCEANiC AND AT. uSI'HEtUe ADMINISTRATION p"r].~ by P£C\AL STUO'~S bRANCIi. OffIC~3:t:" "HO'.DeY. NAnrAL ~'E~TIIER srYlCE 1J8' 1.5' 30' 15' lit ·1,5' . ~Ol 15' 116" Dn .. ; ... ,...1 l/ac U\nc),mTV vt c ~ .j>.. I cii ~. a ~ ~ =: """' ~ """' ~ ~ s· , <~ ..... I := ..... $:<l ..... OQ-G 00 ------------------- ~ COUNTY OF SAN DIEGO [J[PMTNENT Of SANITATION & FlOOI) CONTROL ItS' 3D' IS' ;- ))Q 1j5' ./ 1-----·1--- l'''I'"J .. ' ~y u.s. l)t::PAIHMI::N r OF' COMM£~CE fi,\TIUt'.\L Oc.:I:I\~tC "'NO Af' ,,:a"IU~NU': "'lI~U,a::i·I·ltA·nUIi ".," """" ••• "' .. ~:~'''" ,,' ~1_u_'.:_OL_o_"_.y_._N_fl._'_·'i~.-"-L-\y-"-I\-r-'-'''-.N-~/,,"_"_V_I_C_t: ____ + ______ t-_____ _ III:" I,,;, 3111 ,.i' 117" "~i '. JO' I~ I Ilf,U • ~ 'nr-.nnl:~lnrv V r_1I t::1 W ~ := ~ ~ I a' ~. (\) g. <~ ,... , ::= ...... ~ ...... ~ ..... (\) 00 I I .1 I I I I I I I I I I I I I I s. EXIDBITI O~-1118 Pad 4 -Poinsettia Village 1)., Oepth of gutter flow calculation, 2) <. ~ bltet calculatiOns, 3) . Show gutter flow Q. Inlet a. and bypass a on a plan of the street. -.. $ ,~ Storm Orain Pipes and Open Channels .. provtd~; 1) 2) 3) 4} 5) HydrauUc tess calculations fer: entrance, frlQtion .. Junction, a.c(:S$$ holes,· bends. angle$i, fedl.lotlon and enlargement. Analyzo existing eondilions. upstream and downstream from prOpc$~chystem. to be determined by the Oity Engineer on a ca,se.by-case buts. Calculate critical depth and normal depth for open channel floW conditions. Design for non-$iltIng velocity of 4 FPS in a two.year frequency storm "Jnl~sa otherwiSe ~pprO\l'ed by the City EngiMer. All pipes and oulfet8 shall show HGl. VQ{ocity and Q valuers): for whtch the storm (;1m" is designed: to discharge,. .-;"p~ .. COnffuence angles shalt be maintained b.etween 45--and SO" from Ute m~1'n upstream flow, Flows $hall nQt 0ppOSG main line flOW$. ' .. " 4. • !t&E'I§. " < ' ~"".,._,_,w."<,,,,""'~""'"',,~:j,."''''.Mo.'''''''''''<'"'' .,1' , 'f<' .... ~ .". ~ ........... ". ~'M\,' «.(>lc;w.!1wt<"{ ..... " • ~ • . (A. Curb (ntets at a sump c.ondttton should be designated for two-eF$ perUnea! foot of f ~_ Oe&nln~,w~~,~, ~,ea~wat~_~..! !,!~~.~~"th' t~p of curb. .J' " , . ~~,,_ ....... ,v.t.M~~_~_~~-a CUrb inlets cn a continuous grade $hou2d be destgned based on th& following equatton: Where: o. E. a == 0.1 L (a + y}'3I"l. y == depUl of flow In approach gutter 1n feet a ,. depth of depr<G$$ion ()t ftow Itne at fnlet rn fe$t L = fength o.f cleat opening In feet (maximum 30 feet) Q "'" flow in CFS. use 6O-year dasign storm minimum ' <' Grated inlats should be avoided whon posstbto. When necessary, 1fte dssign should be based ·on the Bureau of Public Roads Nomographs (now known as: the Federat Highway Adminlsltation). All grated fntets shall be bicycle proof. AU catch bastns shall haw an access hoto in the top unless acCtlSS through. the grale sa-etlan satisfactory to the City Eogfneer ft provided. Catch b$Slns/cutb fnlsts s~a!t be located so as 10 elfmina.e. whenever pouibl;' cross guttats. catch basins{curb inlals s~1 not be located within ,5~ of any curb retum Of driveway. 55 I ·1 i \ ©2004 O'Day Consultants, Inc.: I \ \ \ ® /' --- t SEE NOTE 1 BELOW -foJ\ "0V ._-------_.------_._-_. -------------+ \ \ \ \ -----( --->-<'--"1- ..+-__ £XlSllNG INLET PER DIIG 232-3 0=3.9 CFS Tc=I7.8 MIN ® AC ----_._---- I I 11- -I I Q / / i i / o ~ -------- EXHIBIT :"/" EXISTING CONIJITION IJRAINAGEMAP FOB --__ _--------PAIJ -4 (POINSETTIA:':>VILLAGE) INITl4l. AREA -100 SERIES L :: i: Tc=4. f MIN. {TABLE 3-2*} "L_~ __ 1__f=P.80 {TABLE 3-f*} o P4I111J =2.6 (EXHIBIT 'c') ~--t 1=7.44 R.IIIIJ Tc-'6fS =7.79IN/HR Q=CIA=2.2 CFS I*TAI9LE5 OLIT OF SAN DIEGO COUNTY INITl4l. AREA -200 SERIES S '" 1% /' L '" 50' Tc=4. f MIN. I TABLE C=0.80 {TABLE 3-f*} P4/111J =2.6 (EXHIBIT t'') ~ __ 1/=7.44 R.IIXJ Tc-'6fS =7.79IN/HR Q=CIA=o.37 CFS I"IAI'iLt5 OUT OF SAN DIEGO COUNTY o c L O' 30' -----15 60' SCAlE: 1" = 30' LEGENIJ AREA (AC.) . ___ -.. _ NOOE/ElEVA llON _ . _ : _ . . , ,---.-,'-. 100 mxx OIRECllON OF flOW. ---. -.... EO:-- BASIN BOUNDARY . . . _ EXlSllNG BEVAllON (XXX.XX): £XISllNG CONTOUR ---60--- INITfAL SUB AREA NOTE: 1. £XlSllNG ROOF lJIWNS CONNECT TO AN - EXlSllNG STORM DRAIN TO THE NORTH. REVISED: SEPTEMBER 14, 2005 PREPARED: MAY 16, 2005 2710 Loker Avenue West Suite 100 Cansbod. California 92010 ·-760-931-7700 ::_ F~x:?_60-931-8680 - G;\051118\exdroinogemap-pad 4.dwg Sep 15. 2005 1;13pm Xrefs; 05187UTL; 0518mop; 0518UTL; JTCOES-05-FG-CON; 0518TP;-JTCDES-04 - :; .---. --'---------•• '.,~5: ~~,. ~" . Civil Engineering Planning Processing Surveying - l { ©2004 O'Oay Consultants, Inc. > ,,c. - / ! i ; ! SEE NOTE 1 BELOW fa5\ ~ . ---.------- i ffi~"-i-+t----+--.. ,-.. -f-----... -.---_.-.---..... . ! ' • , .. .. , .. \\ \ \) , . .. . ',-'. / .. ~~/ " \. \ } \ ~ ! i f j rc.;~- .. ',~-.. \. , , \ -- / -----( -- / / / /'\. , I I II- I I - ! ! / o _2f--- '--., EXHIBIT PROPOSEIJ CONIJITION IJRAINA CEMAP> FOB .'. .......... . PAIJ 4 (POINSETTIALJllLLAGE) ------------ INITIAL AND! -100 Tc=4.1 MIN. (TABLE 3-2*) L N 50' C=o.80 (TABLE 3-1*) ~------~~~(aH8fftJ 1=7.44 fi,M Tc-·615 -7.79 IN/HR O=C/A=2.2 CFS l*lA/tLES OUT OF SAN DI£GO COUNTf INITIAL AND! -200 SERIES L N 50' Tc=4.1 MIN. (TABLE 3-2*) C-O.BO (lABLE 3-1*) P4lM ~2.6 (EXHIBIT tj ~ ___ I /=7.44 fi,M Tc-·615 =7.79 IN/HR O=C/A=o.37 CFS OUT OF SAN DIEGO COUNTf o II fI n .;, . , , '-,~ 0' 30' ----15' 60' SCAlE: 1" = 30' NOTE: LEGENlJ AREA (AC.) .. , NOOE/£lEVA 11ON. . . --.-,. '. '. -' .,: '." ,',; --. '. " ;' . , r-_" ,-~,. " . , .; , , -"" ~,. e 100 c :erx.xx D/REC110N OF flOW. . . . .. "EE-- BASIN BOUNDARY EXISTING ElEVA 1lON. (XXX-XX) EXISTING CONTOUR. /NUlAL SUB AR£4 1. EXISTING ROOF DRAINS CONECT TO AN EX/STlNG STORM ORAIN TO THE NORTH. REIllSED,SEPlEMBER 14, 2005 , PREPARED: AfAY 16, 2005 2710 LOker 'Avenue West . Suite 100 Carlsbad. California 92010 760-931,-7700 , ", -,' Fax:760-931 ,-8680 ,. " G: \051118\prdrainogemop-pad 4.dwg Sep 15, 2005 1: 10pm , ,,' _ _ Xrefs: 05187UTL; 0518TP2; 0518map; 0518UTL; JTCDES-05~FG-CON; '051BTP;_ 'JTCDES:""'04 ':".:::.; ::;" -. . _ .. --_. ·"'TC.' .-;1,_;:-;:,-,.'--2 ~- Civil Engineering Planning Processing Surveying ., ',' " J .-, .. ~ ,. ->', -.', " .-, '/-'-, .--, :', -. ',:: ,1_, : ': -, " ' ... , ... '. ~. '" : ,'-. , , ',: ." -' ~" , . co." • ',-~ . ;'!--~, " , . ,.' ; ,-', -;":'" --. ' "';