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Home My WebLink AboutPlant F16 (2)Hydrology, Hydraulic & Drainage Report Plant F 16 6912 Citrus Avenue Fontana, CA 92336 ASP 07-033 / CUP 07-025 Prepared By: Fontana Water Company 8440 Nuevo Road P.O. Box 987 Fontana, CA 92334 December 28, 2007 (Revised July 1, 2008) 91 91 r W'474. ,<z- (l &ICE Lqx No. 68068 * Exp. 6130!09 �.' o ' car X�°IWO TABLE OF CONTENTS Section Page Purpose.................................................................................... 2 Description of Watershed................................................................ 2 Methodology............................................................................... 3 Summary ExistingConditions............................................................... 3 Ultimate Conditions................................................................ 4 Hydraulics............................................................................ 8 APPENDICES Appendix A Hydrology and Hydraulic Calculations ....................... Al through A6 Appendix B Tables, Charts, Graphs and Maps .............................. B 1 through B 10 Hydrology, Hydraulic & Drainage Report 7/11/2008 Purpose The purpose of this hydrology study is to provide a description for the existing hydrological conditions for Plant F 16 and how existing hydrological conditions will be mitigated by the proposed Plant F16 site improvements provided in applications for the Administrative Site Plan 07-033 and the Conditional Use Permit 07-025. Description of Watershed ® Reference �11 The County of San Bernardino Hydrology Manual, published in August 1986 by the San Bernardino County Flood Control District, is referenced for the study. Location Plant F16 is located at 6912 Citrus Avenue, Fontana, California. The location can be found in Thomas Guide, Page 574, G5. For the location as presented in the Thomas Guide, See Appendix 131. Drainage Area The drainage area for Plant F16 is 1.68 Acres. Rainfall Area The rainfall area is described in the County of San Bernardino Hydrology Manual as the Valley Area. Storm Frequency A hydrological analysis is performed for existing and ultimate conditions for the 10 -year, 25 -year and 100 -year storm events. The proposed hydraulic structures are designed to convey the 10 -year storm event from the improved Plant F16. For rainfall intensities for the 10 -year, 25 -year, 50 -year and 100 -year storm events, see Appendices 133, B4 and B6. Hydrologic Soils Group The hydrologic soils group for Plant F 16 is described in the County of San Bernardino Hydrology Manual as Group A, soils with low run-off potential. For the hydrologic soils group map, see Appendix B2. Development Type The existing and proposed development types for Plant F16 are Water Storage Facility. The development is described in the study as a Commercial/Industrial Development. Page 2 of 8 Hydrology, Hydraulic & Drainage Report 7/11/2008 Methodology The existing and ultimate hydrological conditions are analyzed using the rational method for areas under 10 acres as explained by the San Bernardino County Hydrology Manual. Computations for the 10 -year and 100 -year storm events are summarized below for both the existing and proposed conditions. To review the rational method calculations for the existing conditions, see Appendix Al. To review the rational method calculations for the proposed conditions, see Appendix A2. Summary of Existing Conditions of Plant F 16 Existing Conditions of Plant F16 Rd The existing facilities of Plant F16 are contained on the 1.41 acres of the combined parcels 0228- it 141-09 and 0228-141-10. The two parcels are graded to drain to the south and onto a vacant lot. There exists a booster pump station, two welded steel water storage reservoirs, and associated equipment. One reservoir is approximately 2,792 square feet and the other reservoir is approximately 2,979 square feet. There are two existing control buildings serving the site with areas of 144 square feet and 220 square feet, respectively. The area of the two combined parcels is graded to drain to the south and covered with gravel. The facilities are surrounded on all sides by a chain link fence. On the west and south sides of the two parcels, there exists an overgrowth of shrubbery. Also along the shared parcel line between parcels 0228-141-09 and 0228-141-85, there is an outcropping of rock. Parcel 0228-141-85 is an area of approximately 0.27 acres and a remainder parcel from Tract 16724. The parcel belongs to San Gabriel Valley Water Company. The parcel is graded to the southwest and drains into the public drainage system via an under sidewalk drain located on Clear Lake Way. The parcel is otherwise unimproved. For a map of the existing conditions of Plant F16, see Appendix B8. Existing Off-site Run-off Impacts There are no off-site run-off impacts to the existing Plant F16. Plant F16 is bound at the east by Citrus Avenue, at the north by Walnut Avenue and at the west by Clear Lake Way. It is bound to the south by an existing residential single-family home and a vacant lot. Off-site run-off is contained in the improved Citrus Avenue, Walnut Avenue and Clear Lake Way. The off-site run-off is conveyed through the streets to the existing storm drainage system in Clear Lake Way and Citrus Avenue. Existing On-site Run-off Impacts The on-site run-off is drained in two different directions. Parcel 0228-141-85 is drained to its southwest corner and into the existing drainage system via the under sidewalk drain located on Clear Lake Way. Parcels 0228-141-09 and 0228-141-10 drain via sheet flow to the south and onto a vacant lot. Page 3 of 8 Hydrology, Hydraulic & Drainage Report Currently the 10 -year storm event flows for each parcel are as follows: Parcel 10 -year Storm Event 0228-141-85 0.67 CFS 0228-141-09 & 0228-141-10 2.37 CFS Currently the 25 -year storm event flows for each parcel are as follows: Parcel 10 -year Storm Event 0228-141-85 0.87 CFS 0228-141-09 & 0228-141-10 3.14 CFS 0 The 100 -year flows for each parcel are as follows: Parcel(s) 100 -year Storm Event 0228-141-85 1.09 CFS 0228-141-09 & 0228-141-10 3.96 CFS Existing on-site run-off impacts and their locations are also presented in Appendix B8. Downstream Run-off Impacts 7/11/2008 The downstream run-off impact from parcel 0228-141-85 is mitigated by the existing drainage system in Clear Lake Way pertaining to Tract 16724. The downstream run-off impact from parcels 0228-141-09 and 0228-141-10 is currently unmitigated. Pertaining to the flows presented above, for the 10 -year event, 0.67 CFS is drained from 0228-141- 85 into the public drainage system on Clear Lake Way, and 2.37 CFS is drained to the vacant lot at the south of parcels 0228-141-09 and 0228-141-10. For the 25 -year event, 0.87 is drained into the public drainage system, and 3.14 CFS is drained to the vacant lot. For the 100 -year event, 1.09 is drained into the public drainage system, and 3.96 CFS is drained to the vacant lot. Existing downstream run-off impacts and their locations are also presented in Appendix B8. Summary of Ultimate Conditions of Plant F 16 Ultimate Conditions of Plant F16 Plant F16 consists of the three parcels described above. The proposed site improvements will include the relocation of the two existing welded steel water storage tanks and the booster pump station. The existing structures will be demolished and replaced with the upgraded facilities. All of the relocated facilities will be contained within the limits of parcel 0228-141-10. All three parcels will be surrounded to the east, north and west by a 5 foot high landscaped berm. On top of the landscaped berm, a decorative wrought iron fence and pilasters will be constructed. On the south boundary of Plant F16, a 6 foot high block retaining wall will be constructed along with a 4 foot high decorative wrought iron fence. A monument will be constructed at the southwest corner of Citrus Avenue and Walnut Avenue For a map of the ultimate conditions of Plant F 16, see Appendix B9. Page 4 of 8 Hydrology, Hydraulic & Drainage Report Ultimate .ff Impacts Run -o Off-site acts .� P 7/11/2008 There are no proposed improvements that would affect the existing off-site run-off conditions. Ultimate On-site Run-off Impacts The entire area of Plant F16 will be drained to the southwest corner of the site via drainage improvements. The drainage improvements consist of concrete curbs, gutters, cobble stone swales, area drains, crushed rock sediment filters, an infiltration trench, a concrete catch basin, drain pipes, and a parkway drain. The on-site run-off will be directed to the existing public drainage system located on Clear Lake Way. There are six areas for the hydrology analysis of the ultimate on-site run-off impact. Each of the six areas is outlined in Appendix B 10 with their corresponding flows for 10 -year and 100 -year storm events. The first, second, third and fourth areas are drained via in-line drain and 4 inch plastic pipe to the existing curb and gutter. Drainage is conveyed to the street from the slope of the landscaped berm facing Clear Lake Way (Area 1), Citrus Avenue (Areas 2 and 3), and Citrus Avenue (Area 4). Calculations for the flows for each area are included with Appendix A5. These are relatively small areas of approximately 0.08 acres, 0.04 acres, 0.06 acres and 0.04 acres for Area 1, Area 2, Area 3 and Area 4, respectively, which result in small flows. Each of the flows from a portion of the outside of the landscaped berm is concentrated to the existing curb and gutter via 2 foot wide cobble stone swale, inline drains and plastic pipe. The flows resulting from the 10 -year, 25 -year and 100 -year storm events at Area 1 are as follows: Storm Event Flow at Area Drain 10 -year Storm Event 0.12 CFS 25 -year Storm Event 0.15 CFS 100 -year Storm Event 0.20 CFS The flows resulting from the 10 -year, 25 -year and 100 -year storm events at Area 2 are as follows: Storm Event Flow at Area Drain 10 -year Storm Event 0.06 CFS 25 -year Storm Event 0.08 CFS 100 -year Storm Event 0.10 CFS The flows resulting from the 10 -year, 25 -year and 100 -year storm events at Area 3 are as follows: Storm Event 10 -year Storm Event 25 -year Storm Event 100 -year Storm Event b Flow at Area Drain 0.09 CFS 0.12 CFS 0.15 CFS Page 5 of 8 i 7 i Cl fl �l E Hydrology, Hydraulic & Drainage Report 7/11/2008 The flows resulting from the 10 -year, 25 -year and 100 -year storm events at Area 4 are as follows: Storm Event 10 -year Storm Event 25 -year Storm Event 100 -year Storm Event Flow at Area Drain 0.08 CFS 0.10 CFS 0.12 CFS The fifth area is concentrated at the infiltration trench located at the southwest corner of the site. The first flush from the remaining 1.68 acres is collected by the infiltration trench. The volume of the first flush is 1,043 cubic feet, and the entire volume of the first flush is treated by the infiltration trench. The infiltration rate of the trench is 0.02 cubic feet per second, and this is the value regardless of which storm event is treated. Thus, while the infiltration trench is important for mitigating sediment and pollutants associated with the development, its impact on mitigating the volume of flow of an entire storm event is negligible. The flows resulting from the 10 -year and 100 -year storm events at the infiltration trench are as follows: Storm Event Flow at Infiltration Trench 10 -year Storm Event 1.62 CFS 25 -year Storm Event 2.20 CFS 100 -year Storm Event 2.89 CFS The sixth area is concentrated at the catch basin located downstream from the infiltration trench and just inside the landscaped berm located at the southwest corner of Plant F16. Flow in excess of the capacity of the infiltration trench is collected by the catch basin and directed via under sidewalk drain to the existing public drainage system located on Clear Lake Way. The combined flow resulting from the 10 -year and 100 -year storm events and drained by the under sidewalk drain is as follows: Storm Event Combined Flow Drained by Under Sidewalk Drain 10 -year Storm Event 1.89 CFS - 25 -year Storm Event 2.52 CFS 100 -year Storm Event 3.34 CFS Ultimate on-site run-off impacts and their locations are also presented in Appendix B9. Downstream Run-off Impacts The ultimate conditions of Plant F16 will result in several improvements from the existing on-site and downstream run-off conditions. The first improvement is the enhancement of water quality of the run-off resulting from the 10 -year, 25 -year and 100 -year storm events. Currently, there are no water quality treatment devices installed at Plant F16. For the improved Plant F16, run-off will be treated by devices incorporated into site improvements. Sediment will be mitigated by the layer of crushed rock covering the majority of the site. Pollutants associated with the first flush of the storm event that reach the infiltration trench will be mitigated by the filter of crushed rock contained in the infiltration trench. Page 6 of 8 N Fl E] F" D Hydrology, Hydraulic & Drainage Report 7/11/2008 The second improvement is that unmitigated run-off draining to the vacant lot south of Plant F16 will be completely mitigated by the improvements. The reduction in flow to the vacant lot resulting from the 10 -year, 25 -year and 100 -year storm events is presented by the following table: Storm Event 10 -year Storm Event 25 -year Storm Event 100 -year Storm Event Existing Condition 2.37 CFS 3.14 CFS 3.96 CFS Ultimate Condition 0 CFS 0 CFS 0 CFS Flow Reduction 2.37 CFS 3.14 CFS 3.96 CFS The final improvement will be the reduction in total run-off from Plant F 16 due to grading and site improvements. The reduction in total run-off is due to the relative leveling of the site from an average grade of 2.50% to an average grade of 1.20%. With reduced grade, the time of concentration for a storm event is increased and the rainfall intensity is decreased. The corresponding reduction in run-off from the existing condition to the ultimate condition is presented by the following table: Storm Event Existing Condition Ultimate Condition Flow Reduction 10 -year Storm Event 3.04 CFS 1.91 CFS 1.13 CFS 25 -year Storm Event 4.01 CFS 2.55 CFS 1.46 CFS 100 -year Storm Event 5.05 CFS 3.36 CFS 1.69 CFS Comparing the existing site condition with the ultimate site condition, there is a change in the amount of runoff flowing into the existing storm drainage system in Clear Lake Way via the parkway drain and plastic pipes. The change in flow is presented by the following table: Storm Event 10 -year Storm Event 25 -year Storm Event 100 -year Storm Event Existing Condition Ultimate Condition 0.67 CFS 2.24 CFS 0.87 CFS 3.00 CFS 1.09 CFS 3.91 CFS Change in Flow 1.57 CFS 2.13 CFS 2.82 CFS While the flow from the improved Plant F16 to the existing drainage system in Clear Lake Way will be increased by the site improvements, the increase is not significant. Water quality will be enhanced by water treatment improvements. Ultimate downstream run-off impacts and their locations are also presented in Appendix B10. Page 7 of 8 Hydrology, Hydraulic & Drainage Report 7/11/2008 3 Summary of Hydraulics of the Plant F 16 Site Improvements hl The site improvements include construction of concrete v -gutters, concrete curb and gutter, cobble stone swales, area drains, plastic drain pipe, and a concrete catch basin; utilization of an existing parkway drain; and installation of crushed rock sediment filter and infiltration trench. The sizes, capacities, and grades of the hydraulic structures are presented below. Hydraulic calculations used to determine the size are provided in Appendices A3, A4, A5 and A6. Hydraulic Structure Dimensions Concrete V -gutter 2' Wide x 1.5" Deep Cobble Stone Swale 2' Wide x 3" Deep Plastic Pipe 4" Diameter Concrete Curb & Gutter 6" Curb & Gutter (Per City Standard Plan 1000) Concrete Catch Basin 7' Long x 3' Wide x 2' Deep with 6" Opening Catch Basin Drain 8" (x 2) Existing Parkway Drain 34" Wide x 2-1/2" High Infiltration Trench 70' Long x 10' Wide x 4' Deep (Per CSQA SWBMP) Hydraulic structure size determinations were based on rational method calculations covering the areas affecting each hydraulic structure. The calculations can be found in Appendix A5. All on-site concrete gutters and cobble stone swales are sized to contain the 10 -year storm event. The concrete curb and gutter along the south side of the site is sized to contain the 10 -year storm event. The infiltration trench is designed to contain the first flush from the contributing portion of the site for the 10 -year storm event. The catch basin is sized to handle the 10 -year storm event. The sizes of the hydraulic structures are in accordance with the City of Fontana Department of Building and Safety requirement that all hydraulic structures contain the run-off resulting from a 10 - year storm event. It is also shown by the calculation in Appendix A4 that the booster station building is not subject to flooding during the 100 -year storm event. Page 8 of 8 4" .r MR 40 .. 40 r al 40 ,. m .. IN as _ Appendix A ow z Plant F-16 - Rational Method Hydrology Calculations Existing Site Conditions 10 -Year Storm Event Calculation for Area A (1.) APervious = 11953 ft' Almpervious = 0 ft, ATota, = 11953 ft2 0.27 acres A<10 acres OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 1, Figure D-1) a. Length of the initial area L = 135 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1448.88 ft EEnd = 1445.06 ft H = 3.82 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 7.85 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 1, Figure D-3) I = 3.50 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 1.00 = 0.78 a (5.) Determine the area of the total watershed tributary to the point of concentration, AT ATota,= 0.27 acre (See Appendix 68) (6.) Compute Q10 = 0.90 (1- Fm)A for the point of concentration p Q10 = 0.67 cfs 6/27/2008 - BF Page 1 of 6 Li Plant F-16 - Rational Method Hydrology Calculations Existing Site Conditions 25 -Year Storm Event Calculation for Area A (1.) APervious = 11953 ft2 Almpervious = 0 ft2 ATotai = 11953 ft2 = 0.27 acres A<10 acres OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 1, Figure D-1) a. Length of the initial area L = 135 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1448.88 ft EEnd = 1445.06 ft H = 3.82 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development Tc = 7.85 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 6, Figure D-3) I = 4.30 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT ATotai = 0.27 acre (See Appendix 138) (6.) Compute 025 = 0.90 (1- Fm)A for the point of concentration Q25 = 0.87 cfs 6/27/2008 - BF Page 2 of 6 Plant F-16 - Rational Method Hydrology Calculations Existing Site Conditions 100 -Year Storm Event Calculation for Area A 0 •) APervious = 11953 ft' Almpervious = 0 ft, ATotal = 11953 ft2 0.27 acres A<10 acres OK (2.) Determine the initial time of concentration, T, (see Appendix B5, page 1, Figure D-1) a. Length of the initial area L = 135 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1448.88 ft EEnd = 1445.06 ft H = 3.82 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 7.85 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 3, Figure D-3) 1 = 5.20 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT ATotal = 0.27 acre (See Appendix B8) (6.) Compute Q100 = 0.90 (1- Fm)A for the point of concentration a Q100 = 1.09 cfs 6/27/2008 - BF Page 3 of 6 Plant F-16 - Rational Method Hydrology Calculations Existing Site Conditions 10 -Year Storm Event Calculation for Area B (1.) APervious = 55038 ft' Almpervious = 6426 ft2 ATotal = 61464 ft2 = 1.41 acres A<10 acres OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 2, Figure D-1) a. Length of the initial area L = 375 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBeg = 1450.83 ft EEnd = 1445.00 ft H = 5.83 ft c. Percentage of impervious cover Pi = 10.45 % d. Time of concentration for special development To = 12.50 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 1, Figure D-3) I = 2.65 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.90 = 0.87 (5.) Determine the area of the total watershed tributary to the point of concentration, AT ATotal = 1.41 acre (See Appendix 138) (6.) Compute Q10 = 0.90 (1 - Fm)A for the point of concentration Q10 = 2.37 cfs 6/27/2008 - BF Page 4 of 6 Plant F-16 - Rational Method Hydrology Calculations Existing Site Conditions 25 -Year Storm Event Calculation for Area B (1.) APervious = 55038 ft2 Almpervlous = 6426 ft2 ATotal = 61464 ft2 1.41 acres A<10 acres OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 2, Figure D-1) a. Length of the initial area L = 375 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBey = 1450.83 ft EEnd = 1445.00 ft H = 5.83 ft c. Percentage of impervious cover Pi = 10.45 % d. Time of concentration for special development To = 12.50 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 6, Figure D-3) = 3.25 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm 4 Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.90 = 0.87 (5.) Determine the area of the total watershed tributary to the point of concentration, AT y ATotal = 1.41 acre (See Appendix 138) (6.) Compute Q25 = 0.90 (1 - Fm)A for the point of concentration Q25 = 3.14 cfs 6/27/2008 - BF Page 5 of 6 Plant F-16 - Rational Method Hydrology Calculations Existing Site Conditions 100 -Year Storm Event Calculation for Area B (1.) APervious = 55038 ft2 Almpervious = 6426 ft2 ATotal = 61464 ft2 = 1.41 acres A<10 acres OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 2, Figure D-1) a. Length of the initial area L = 375 ft L< 1000 ft OK A b. Difference in elevation between ends of initial area EBe9 = 1450.83 ft EEnd = 1445.00 ft H = 5.83 ft c. Percentage of impervious cover Pi = 10.45 % d. Time of concentration for special development Tc = 12.50 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 3, Figure D-3) I = 3.90 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.90 = 0.87 (5.) Determine the area of the total watershed tributary to the point of concentration, AT ATotal= 1.41 acre (See Appendix BB) (6.) Compute Q100 = 0.90 (1- Fm)A for the point of concentration Q 1 oo = 3.96 cfs 6/27/2008 - BF Page 6 of 6 Plant F-16 - Rational Method Hydrology Calculations Proposed Site Conditions 10 -Year Storm Event Calculation for Area A (1.) APervious = 2842 ft2 Almpervious = 382 ft2 m ATotal = 3224 ft2 0.07 acres A<10 acres OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 3, Figure D-1) a. Length of the initial area L = 238 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1449.51 ft EEnd = 1445.2 ft H = 4.31 ft c. Percentage of impervious cover Pi = 11.85 % d. Time of concentration for special development To = 9.9 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 1, Figure D-3) 1 = 3.05 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.88 = 0.88 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix 69) ATota, = 0.07 acre (6.) Compute Q10 = 0.90 (1- Fm)A for the point of concentration Q10 = 0.15 cfs 6/27/2008 - BF Page 1 of 7 A2 Plant F-16 - Rational Method Hydrology Calculations Proposed Site Conditions 25 -Year Storm Event Calculation for Area A (1.) APervious = 2842 ft2 Aimpervious = 382 ft2 ATotai = 3224 ft2 0.07 acres A<10 acres OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 3, Figure D-1) a. Length of the initial area L = 238 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1449.51 ft EEnd = 1445.2 ft H = 4.31 ft c. Percentage of impervious cover Pi = 11.85 % d. Time of concentration for special development To = 9.9 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 6, Figure D-3) I = 3.7 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 0.88 = 0.88 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix 139) ATotai = 0.07 acre (6.) Compute 025 = 0.90 (I - Fm)A for the point of concentration Q25 = 0.19 cfs 6/27/2008 - BF Page 2 of 7 Plant F-16 - Rational Method Hydrology Calculations Proposed Site Conditions 100 -Year Storm Event Calculation for Area A (1.) APervious = 2842 ftZ ' Almpervious = 382 ftz ATotal = 3224 ft2 0.07 acres A<10 acres OK (2.) Determine the initial time of concentration, T, (see Appendix B5, page 3, Figure D-1) a. Length of the initial area L = 238 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1449.51 ft EEnd = 1445.2 ft H = 4.31 ft c. Percentage of impervious cover Pi = 11.85 % d. Time of concentration for special development Tc = 9.9 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 3, Figure D-3) 1 = 4.5 in/hr x (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.88 = 0.88 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix 139) ATotal = 0.07 acre (6.) Compute 0100 = 0.90 (1- FJA for the point of concentration Qioo = 0.25 cfs 6/27/2008 - BF Page 3 of 7 Plant F-16 - Rational Method Hydrology Calculations Proposed Site Conditions 10 -Year Storm Event Calculation for Area B (1.) APervious = 53594 ft2 Almpervious = 16599 ft2 ATotai = 70193 ft2 = 1.61 acres A<10 acres OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 4, Figure D-1) a. Length of the initial area L = 822 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1446.45 ft H = 5.35 ft c. Percentage of impervious cover Pi = 23.65 % d. Time of concentration for special development To = 18.25 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 1, Figure D-3) 1 = 2.1 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 0.76 = 1.02 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B9) ATotai = 1.61 acre (6.) Compute Q10 = 0.90 (1- Fm)A for the point of concentration Q10 = 1.91 cfs 6/27/2008 - BF Page 4 of 7 Plant F-16 - Rational Method Hydrology Calculations Proposed Site Conditions 25 -Year Storm Event Calculation for Area B (1.) Apervious = 53594 ft2 Almpervious = 16599 ft2 ATotai = 70193 ft2 1.61 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 4, Figure D-1) a. Length of the initial area L = 822 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1446.45 ft H = 5.35 ft c. Percentage of impervious cover Pi = 23.65 % d. Time of concentration for special development Tc = 18.25 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 6, Figure D-3) 1 = 2.55 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ' ap = Apervious/ATotal Fp = Fm/ap = 0.76 = 1.02 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix 139) ATotai = 1.61 acre (6.) Compute Q25 = 0.90 (I - Fm)A for the point of concentration Q25 = 2.57 cfs 6/27/2008 - BF Page 5 of 7 Plant F-16 - Rational Method Hydrology Calculations Proposed Site Conditions 50 -Year Storm Event Calculation for Area B (1.) APervious = 53594 ftz Almpervious = 16599 ftz ATotal = 70193 frz 1.61 acres A<10 acres OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 4, Figure D-1) a. Length of the initial area L = 822 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBeg = 1451.8 ft EEnd = 1446.45 ft H = 5.35 ft c. Percentage of impervious cover Pi = 23.65% d. Time of concentration for special development To = 18.25 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 2, Figure D-3) 1 = 2.75 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.76 = 1.02 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix 139) ATotal = 1.61 acre (6.) Compute Q50 = 0.90 (1 - Fm)A for the point of concentration Q50 = 2.86 cfs 6/27/2008 - BF Page 6 of 7 Plant F-16 - Rational Method Hydrology Calculations Proposed Site Conditions 100 -Year Storm Event Calculation for Area B (1.) APervious = 53594 ft2 Almpervious = 16599 ft2 ATotal = 70193 ft2 = 1.61 acres A<10 acre: OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 4, Figure D-1) a. Length of the initial area L = 822 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBeg = 1451.8 ft EEnd = 1446.45 ft H = 5.35 ft c. Percentage of impervious cover Pi = 23.65 % d. Time of concentration for special development To = 18.25 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 3, Figure D-3) I = 3.1 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.76 = 1.02 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix 69) ATotal = 1.61 acre (6.) Compute Q100 = 0.90 (1- Fm)A for the point of concentration Q t oo = 3.36 cfs 6/27/2008 - BF Page 7 of 7 FLA 6 FrA IN/HR 05 C, F= V\ IFLc,�,� C fad I, q I I fo C-AL,- A71F c��(9�M� ((s� Oc T L -E-_- C-Uk /V\ E, ( I,?- V \J -"L C L C 2-.ct e) re -v V 2-1 ct go CF (3 q 2-, c F LF v\j -700 S�i 77 )1(-70-0 C- rr T A3 t -n- 0 C� 2 C� YV^\ 4A (0,Z) (D 0, -2- A/P �t�u �T� C'�1 �f�c c ii o � S��-c �1 ��1 �� `� ooc�� "i`I o� A- 1�1 (/Z. I, 'i'l C -FS /Lf(48.9 -rr /(448.7 N48.Li FL S,EC7-1,C)N N -. C,,> - to Fr :-- (41+9.5 m Plant F16 - Hydrology, Hydraulic and Drainage Study Hydraulic Calcutions Determine Gutter Size and Capacity Manning's Equation Q = A * 1.486/n * Rh 2/3 * SI/2 where A = Area of flow n = Coefficient of Roughness So = Slope Rh = Hydraulic Radius = A/P where P = Wetted Perimeter Table I - Concrete Gutter n = 1 0.012 for Area 6 for Area 7 Sa = 1 0.0116 0.005 V -Gutter W V -Gutter D A P Rh QArea 6 QArea 7 ft in ft ftZ ft ft cfs cfs 2 1.5 0.125 0.125 2.02 0.062 0.261 0.171 2 2.5 0.208 0.208 2.04 0.102 0.606 0.398 2 3 0.250 0.250 2.06 0.121 1 0.817 1 0.536 2 6 1 0.500 0.500 2.24 0.224 1 2.457 1 1.613 Table II - Cobble Stone Swale n = 1 0.03 for Area for Area 1 2 & 3 for Area 4 So = 0.05 0.005 0.02 D W V -Gutter W V -Gutter D A P Rh QArea 1 QArea 2 QArea 3 QArea 4 ft i n ft ftz ft ft cfs cfs cfs cfs 2 1.5 0.125 0.125 2.02 0.062 0.217 0.069 0.069 0.137 2 2.5 0.208 0.208 2.04 0.102 0.504 0.159 0.159 0.319 2 3 0.250 0.250 2.06 0.121 0.678 0.215 0.215 0.429 2 6 0.500 0.500 2.24 0.224 2.040 0.645 0.645 1.290 BF - 6/27/08 �� Page 1 of 19 Table III - 6" Concrete Curb and Gutter n = 0.012 for Area 5 So V -Gutter W V -Gutter D A P Rn QArea 5 ft in ft ft2 ft ft cfs 1.5 1.5 0.125 0.086 2.80 0.031 0.074 BF - 6/27/08 Page 2 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 10 -Year Storm Event for Area 1 (1.) APervious = 3318 ft2 Almpervious = 0 ft2 ATotal = 3318 ft2 0.08 acres A<10 acres OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 5, Figure D-1) a. Length of the initial area L = 238 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1449.51 ft EEnd = 1445.2 ft H = 4.31 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 14.1 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) I = 2.5 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.08 acre (6.) Compute Q,o = 0.90 (1 - Fm)A for the point of concentration Q10 = 0.12 cfs Therefore, use 2'W 1.5"D Wgutter, see Table II - Cobble Stone Swale BF - 6/27/08 Page 3 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 10 -Year Storm Event for Area 2 (1.) APervious = 1817 ft2 Almpervious = 0 ft2 ATotal = 1817 ft2 0.04 acres A<10 acres OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 6, Figure D-1) a. Length of the initial area L = 130 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1450.18 ft EEnd = 1449.73 ft H = 0.45 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 15.4 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) I = 2.35 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.04 acre (6.) Compute Q,o = 0.90 (1- Fm)A for the point of concentration Q10 = 0.06 cfs Therefore, use 2'W 1.5"D Wgutter, see Table II - Cobble Stone Swale BF - 6/27/08 Page 4 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 10 -Year Storm Event for Area 3 (1.) APervious = 2769 ft2 Almpervious = 0 ft2 ATotal = 2769 ft2 = 0.06 acres A<10 acres OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 7, Figure D-1) a. Length of the initial area L = 201 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1450.3 ft H = 1.5 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development Tc = 15.7 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) I = 2.32 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.06 acre (6.) Compute Q,o = 0.90 (1- F,)A for the point of concentration Qto = 0.09 cfs Therefore, use 2'W 2.5"D Wgutter, see Table 11 - Cobble Stone Swale BF - 6/27/08 Page 5 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 10 -Year Storm Event for Area 4 (1 •) APervious = 1740 ft2 Almpervious = 0 ft2 ATotal = 1740 ft2 0.04 acres A<10 acre: OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 8, Figure D-1) a. Length of the initial area L = 130 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBeg = 1451.8 ft EEnd = 1449.25 ft H = 2.55 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development Tc = 10.95 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) I = 2.9 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.04 acre (6.) Compute Q,o = 0.90 (1- F,)A for the point of concentration Q10 = 0.08 cfs Therefore, use 2'W 1.5"D V -gutter, see Table II - Cobble Stone Swale BF - 6/27/08 Page 6 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Concrete Gutter 10 -Year Storm Event for Area 5 (1.) APervious = 29318 ftz Almpervious = 15181 ftz ATotai = 44499 ft = 1.02 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 9, Figure D-1) a. Length of the initial area L = 648 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1447.32 ft H = 4.48 ft c. Percentage of impervious cover Pi = 34.12 % d. Time of concentration for special development To = 15.8 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) I = 2.3 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 0.66 = 1.18 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotai = 1.02 acre (6.) Compute Q,o = 0.90 (1 - Fm)A for the point of concentration Q10 = 1.40 cfs Therefore, use 6" Concrete Curb and Gutter per City of Fontana Standard Plan Number 1000, see Appendix A4 BF - 6/27/08 Page 7 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Concrete Gutter 10 -Year Storm Event for Area 6 0 •) APervious = 4549 ft2 Atmpervious = 237 ft2 ATotal = 4786 ftZ 0.11 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 10, Figure D-1) a. Length of the initial area L = 108 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1448.4 ft EEnd = 1446.61 ft H = 1.79 ft c. Percentage of impervious cover Pi = 4.95 % d. Time of concentration for special development To = 7.6 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) I = 3.55 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.95 = 0.82 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.11 acre (6.) Compute 010 = 0.90 (1- FJA for the point of concentration Q10 = 0.27 cfs Therefore, use 2'W 2.5"D V -gutter, see Table I - Concrete Gutter BF - 6/27/08 Page 8 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Concrete Gutter 10 -Year Storm Event for Area 7 (1.) APervious = 3452 ft2 Almpervious = 640 ft2 ATotai = 4092 ft2 = 0.09 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 10, Figure D-1) a. Length of the initial area L = 325 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1449.64 ft H = 2.16 ft c. Percentage of impervious cover Pi = 15.64 % d. Time of concentration for special development To = 13.4 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) = 2.55 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 0.84 = 0.92 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix 1310) ATotai = 0.09 acre (6.) Compute Q10 = 0.90 (1- FJA for the point of concentration 4 Qta = 0.15 cfs Therefore, use 2'W 1.5"D V -gutter, see Table I - Concrete Gutter BF - 6/27/08 Page 9 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 25 -Year Storm Event for Area 1 0 •) APervious = 3318 ft2 A,mpervious = 0 ft2 ATota, = 3318 ft2 0.08 acres A<10 acre: OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 5, Figure D-1) a. Length of the initial area L = 238 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1449.51 ft EEnd = 1445.2 ft H = 4.31 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 14.1 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 7, Figure D-3) 1 = 2.95 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATota, Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATota, = 0.08 acre (6.) Compute Q25 = 0.90 (1- Fm)A for the point of concentration Q25 = 0.15 cfs BF - 6/27/08 Page 10 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 25 -Year Storm Event for Area 2 (1 •) APervious = 1817 ft2 Almpervious = 0 ft2 ATotal = 1817 ft2 = 0.04 acres A<10 acre: OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 6, Figure D-1) a. Length of the initial area L = 130 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1450.18 ft EEnd = 1449.73 ft H = 0.45 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development Tc = 15.4 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 7, Figure D-3) I = 2.8 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.04 acre (6.) Compute 025 = 0.90 (1- Fm)A for the point of concentration Q25 = 0.08 cfs BF - 6/27/08 Page 11 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 25 -Year Storm Event for Area 3 (1.) APervious = 2769 ft2 Almpervious = 0 ft2 ATotai = 2769 ft2 = 0.06 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 7, Figure D-1) a. Length of the initial area L = 201 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1450.3 ft H = 1.5 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 15.7 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 7, Figure D-3) I = 2.8 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix 1310) ATotai = 0.06 acre (6.) Compute Q25 = 0.90 (1- Fm)A for the point of concentration Q25 = 0.12 cfs BF - 6/27/08 Page 12 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 25 -Year Storm Event for Area 4 0 •) APervious = 1740 ft2 Almpervlous = 0 ft2 ATotal = 1740 ft2 0.04 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 8, Figure D-1) a. Length of the initial area L = 130 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1449.25 ft H = 2.55 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 10.95 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 7, Figure D-3) I = 3.45 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.04 acre (6.) Compute 025 = 0.90 (I - Fm)A for the point of concentration Q25 = 0.10 cfs BF - 6/27/08 Page 13 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Concrete Gutter 25 -Year Storm Event for Area 6 (1.) APervious = 4549 ft2 Almpervious = L37 ft2 ATotal = 4786 ft2 = 0.11 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 10, Figure D-1) a. Length of the initial area L = 108 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBeg = 1448.4 ft EEnd = 1446.61 ft H = 1.79 ft c. Percentage of impervious cover Pi = 4.95 % d. Time of concentration for special development To = 7.6 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) I = 4.3 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 0.95 = 0.82 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.11 acre (6.) Compute Q25 = 0.90 (1- Fm)A for the point of concentration Q25 = 0.35 cfs BF - 6/27/08 Page 14 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 100 -Year Storm Event for Area 1 (1.) APervious = 3318 ft2 Almpervious — 0 ft2 ATotal = 3318 ft2 0.08 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 5, Figure D-1) a. Length of the initial area L = 238 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBeg = 1449.51 ft EEnd = 1445.2 ft H = 4.31 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 14.1 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 5, Figure D-3) I = 3.7 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.08 acre (6.) Compute Q100 = 0.90 (1- Fm)A for the point of concentration Q,oa = 0.20 cfs BF - 6/27/08 Page 15 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 100 -Year Storm Event for Area 2 0 •) APervious = 1817 ftz Almpervious = 0 ft z ATota, = 1817 ftz = 0.04 acres A<10 acre: OK (2.) Determine the initial time of concentration, To (see Appendix B5, page 6, Figure D-1) a. Length of the initial area L = 130 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1450.18 ft EEnd = 1449.73 ft H = 0.45 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 15.4 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 5, Figure D-3) I = 3.4 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATota, = 0.04 acre (6.) Compute Q100 = 0.90 (1- Fm)A for the point of concentration Q100 = 0.10 cfs BF - 6/27/08 Page 16 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 100 -Year Storm Event for Area 3 (1 •) APervious = 2769 ft2 Aimpervious = 0 ft2 ATotai = 2769 ft2 = 0.06 acres A<10 acre: OK (2.) Determine the initial time of concentration, T, (see Appendix B5, page 7, Figure D-1) a. Length of the initial area L = 201 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1450.3 ft H = 1.5 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development Tc = 15.7 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 5, Figure D-3) I = 3.4 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotai = 0.06 acre (6.) Compute Q100 = 0.90 (1 - Fm)A for the point of concentration Q100 = 0.15 cfs BF - 6/27/08 Page 17 of 19 Plant F16 - Rational Method Hydrology Calculations Proposed 2 -ft wide Cobble Stone Swale 100 -Year Storm Event for Area 4 (1.) APervious = 1740 ft2 Almpervious = 0 ft2 ATotal = 1740 ft2 = 0.04 acres A<10 acre: OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 8, Figure D-1) a. Length of the initial area L = 130 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1451.8 ft EEnd = 1449.25 ft H = 2.55 ft c. Percentage of impervious cover Pi = 0.00 % d. Time of concentration for special development To = 10.95 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 5, Figure D-3) I = 4.2 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotal Fp = Fm/ap = 1.00 = 0.78 (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotal = 0.04 acre (6.) Compute Qjoo = 0.90 (1- F,„)A for the point of concentration Qioo = 0.12 cfs BF - 6/27/08 Page 18 of 19 Plant F16 - Rational Method Hydrology Calculations m Proposed 2 -ft wide Concrete Gutter 100 -Year Storm Event for Area 6 0 •) APervious = 4549 ft2 Aimpervious = 237 ft2 - ATotai = 4786 ft2 = 0.11 acres A<10 acre: OK (2.) Determine the initial time of concentration, Tc (see Appendix B5, page 10, Figure D-1) a. Length of the initial area L = 108 ft L< 1000 ft OK b. Difference in elevation between ends of initial area EBe9 = 1448.4 ft Eend = 1446.61 ft H = 1.79 ft c. Percentage of impervious cover Pi = 4.95 % d. Time of concentration for special development Tc = 7.6 min (3.) Determine intensity of rainfall, I (see Appendix B7, page 4, Figure D-3) I = 5.3 in/hr (4.) Calculate the area - averaged maximum loss rate, Fm Fm = 0.78 (see Appendix B2, page 2, Table C.2) Loss rates for the pervious area, Fp ap = Apervious/ATotai Fp = Fm/ap = 0.95 = 0.82 ` (5.) Determine the area of the total watershed tributary to the point of concentration, AT (See Appendix B10) ATotai = 0.11 acre (6.) Compute Q,00 = 0.90 (1- Fm)A for the point of concentration Q100 = 0.45 cfs BF - 6/27/08 Page 19 of 19 P t�1 t 1T - C A� � i r� s I LCQ 50 YC- A?-.,,. �1v ffN Q X117 N 1 M u M V= C + O,'5 + = x,01 NA PN O , � -�- x,2.5 FF 4- 1, Z ( ♦ z �� IV \ . � �, � �` 1- --t-' �,%� �`� -�- � • � � -i- Com- 8 � `� y �AIrJ IMLAM 9 3 M wl MvlvV` � = 2. L1-5 F- <, T v `0 �FT .', 0 �— i -7 . ba F7 Won FL/�7<7 ICo - CA7c�l est N P? -,A i4 S% -LE; x C-9 I C- Fs ens ��o= 2.$C� CF.S ►i A tZ7/3� Iz 'pi o, 01( = 2,02 FS > eta uS -rwo e) 114 N P\ VE — rorz- Cwr" l T* /^I P L -AN 7 F 1(b — PAV-i! VJA Y PT2-4 oil ('A TAC %T\( (tX A ST)rt 6 Quo = 1, 91 cg7 n = 0.012 L 2 - ►a �� 1� = 0, 590 s� (P.0 a3 �� csT C�1 � Cit LCu(A T (f� �'i�C cT`� 'DRAIN `P�t�1�-cwt 590 O�ot2 6-883 �2-, oo C QIo cn 47 0 r -X W — -__. — �..._. ._.�. u.�E rYr.■ ..�.. ....�. .�.. .>t... .ar0r(r yr.r ,.I.t rw as SEE S44 A HAP -- r"-- t DqF� ;• • 'r 1 w r rYJ IEr IONA \t, rrr'c �[ •x•? T^ 1 1695")'o 61 I6 ITRF xl 101 ip l,�� s 'Tm2c� RIME OR 24 w 119 I / may„. "* ,fir E �`;2 I 2 u '; > fw, I 20 rA c E T .--AYI AY r 1 __ AV (CARIZ 8 i AV x600 S IT AV Ab (FNaIIS An SOO 1& t N' I I wlESorT —Av— WILSON EROSI oaB 1 PIE" CT S C C d ZTE HIC Ross 4M SRFAIER[I 011 i I 11 `'�,� >r ai•I I DR Y HOPPE DR_— _ - 2' LUSTER AV I w S 1 :i.- µ' V — .:...�.r.L _--__ ----_ 1 r' 16900 27 a alta 2-----T -----{ 66oO e ' a :` i 29 NCH1Q_ONTANA _ C V /� 411_x..{ 15700 gg I uj —} --------- - .— 1 m }� r.' � i. 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It-•� �-� ._ :i7'r-�._ � .�.. .--- _-__ .._.._ .._ ---�1 _ E - �_ �: I 7-'.t i ) - i _ SAN BERNARDINO COUNTY HYDROLOGY MANUAL INDEX MAP SOIL GROUP BOUNDARY A `AIL GROUP DESIGNATION __v' r SCALE 4.48,000 —•—•---- BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA B2 \� I C -1 SAN BERNARD COUNTY C -a INDEX MAP SOIL GROUP BOUNDARY A `AIL GROUP DESIGNATION __v' r SCALE 4.48,000 —•—•---- BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA B2 TABLE C.2: Fm (in/hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP COVER TYPE Ap(1) A B C D NATURAL: Barren 1.0 0.41 0.27 0.18 0.14 Row Crops (good) 1.0 0.59 0.41 0.29 0.22 Grass (fair) 1.0 0.82 0.36 0.40 0.31 Orchards (fair) 1.0 0.88 0.62 0.43 0.34 Woodland (fair) 1.0 0.95 0.69 0.50 0.40 URBAN: Residential 0 DU/AC) 0.80 0.78 0.60 0.45 0.37 Residential (2 DU/AC) 0.70 0.68 0.53 0.39 0.32 Residential 0 DU/AC) 0.60 0.58 0.45 0.34 0.28 Residential (10 DU/AC) 0.40 0.39 0.30 0.22 0.18 Condominium 0.35 0.34 0.26 0.20 0.16 Mobile Home Park 0.25 0.24 0.19 0.14 0.12 Apartments 0.20 0.19 0.15 0.11 0.09 Commercial/Industrial 0.10 0.10 0.08 0.06 0.05 NOTES: (1) Recommended a values from Figure C-4 (2) AMC 11 assumed for all Fm values (3) CN values obtained from Figure C-3 (4) DU/AC=dwelling unit per acre C-16 P. 2 V + �. _L } _- �'_ -t• -µiv - ♦1 _ _ _ _ RSW4 ` - ' .:L L='''AS:: _ SAN BERNARDINO COUNTY .• J A �To i••.R8w RTW R6 - J HYDROLOGY MANUAL •.• REDUCED DRAWING SCALE 1"=4 FILES LEGENDt �t 130LINES P*ECIPITATIOM (INCHESI SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA MOWETALS Y» - to YEAR I HOUR LUMOM UAW NDAA ALAS t. RS .- B3ORL wo" mr NQ job NOV.. MOMIMENT11 0. NEM.M l -ERSIDE V + �. _L } _- �'_ -t• -µiv - ♦1 _ _ _ _ RSW4 ` - ' .:L L='''AS:: _ SAN BERNARDINO COUNTY .• J A �To i••.R8w RTW R6 - J HYDROLOGY MANUAL •.• REDUCED DRAWING SCALE 1"=4 FILES LEGENDt �t 130LINES P*ECIPITATIOM (INCHESI SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA MOWETALS Y» - to YEAR I HOUR LUMOM UAW NDAA ALAS t. RS .- B3ORL wo" mr NQ r f:Ktilut s �►� - - — �- �►-ff - v^ - K+ 45 ..ti......., , �9 R4W R3 ddaaoo�u► . Z -R 5 T3S- - v SAN BERNARDINO COUNTY _ ""`' • e - - - w-- -w _ ` HYDROLOGY MANUAL ............................. R2W \. I N, R REDUCED DRAWING . SCALE I" = 4 MILES c.A ISOLlr a FMI14TATM (joscH ) WLIXY AM 40WETALi Y..-100 YEAR 1 -HOUR ..,.i. w woo• woA aLm a. am +64 v: SII • _�' •* �� i�, WAA _- 1171A - `7 N ' w :r- '%Now, 4Z is, liftINN WIwo abob MIN -71 WE pip1. �►�'i�� ' .mss► 7 - ��''��i .. P, r f:Ktilut s �►� - - — �- �►-ff - v^ - K+ 45 ..ti......., , �9 R4W R3 ddaaoo�u► . Z -R 5 T3S- - v SAN BERNARDINO COUNTY _ ""`' • e - - - w-- -w _ ` HYDROLOGY MANUAL ............................. R2W \. I N, R REDUCED DRAWING . SCALE I" = 4 MILES c.A ISOLlr a FMI14TATM (joscH ) WLIXY AM 40WETALi Y..-100 YEAR 1 -HOUR ..,.i. w woo• woA aLm a. am +64 1 ' ACP—O— A SAN BERNAROINO COUNTY TIME OF CONCENTRATION � NOMOGRAPH �� HYDROLOGY MANUAL FOR INITIAL SUBAREA fine Tc' LIMITATIONS, L i 3 100 1. Maximum Isngth ■ 1000 Flet TC 1000 90 2, Mcwrmum at ■ 10 Acres 5 (mW ., 0,.,- 900 80 0. 82 ! H 4 800 70 6 700 .. 60 '02► <� 2w r N I00 . 600 s0 4 tb00 �0 >f o .g ttio to 10 a 35 = g K 3 li) t X00 E 30 30 t urdevelow 12 Good Covrr i 35025 1.0 13 o c Fair ;j �µ s 300 E = / �+ oP•d 3 �2 O 15 • 29 Cover 8 _ 250 1-11617 18 F ty (5-7 l �� (7 to i J - 15 iA rdol 19 H t14 • Y 20 z ° L -H -TC -K- W ° 200 II 25 r' 10 PI De,yeftment 1 9 80- Apartment o 75- Mobile Homo 30- 0 8 8 68- condominium 2 60- Single Family - 5,000 ft Lot T 40 - SMVle, Family -1/4 Acre Lot 35 20 - SkW* Famity -1 Acre Lot 10 -Single Family- 21/2 Aare, Lot 1.6 40 100 W.E.. 5 (1) L■ 55d, H■5.0', K•SM 910 Family (5-7 ou/ncl Dsvelopnwrt, Tcz12A Min. (2) L■ 550', He W, K■ COt1letwckg 4 Dswiopnw", Tc■9.7 "*L SAN BERNAROINO COUNTY TIME OF CONCENTRATION � NOMOGRAPH �� HYDROLOGY MANUAL FOR INITIAL SUBAREA fine — � , Al"q_- L 375 1000 900 Soo 700 400 Y 350 0 300 .!i 0 250 J t J 200 Tc 12,5C LIMITATIONS, 100 I. Maximum length + 1000 Feat Tc 90 2. Maximus+ area • 10 Acres 5— (min) tl Q' c i v H 5.83 a 4 u 600 xM9 3w 60 C w_ tw T N �e i00 50 ��.. o s s ` g to 155 1 10 f1.35 o. 1 eUndeveloped! 12 coca Cover � _25 Undeveloped c ' i -` 13 c Fair Cover E Undeveloped 5 290 Poor Cover is Single ly ►- 17 OLVAC) 16 C vedc)b, (Paved).,,, c 4 12 l21 u II / 4-w 10 /14 .3 13 19 KEY20 -/ L-H-TC_ K-Tt' Cc 25 PI Develaoment 130 9 60- Apartment 0 75- Mobile Home 300 8 65- Condominium 60 - Single Family - 51000 f t 2 Lot 7 40- Single Family -1/4 Acre Lot 35 20 - Single Family -I Acre Lot 6 10 -Single Family- 21/2 Acre Lot 100 � E)(_ S ( I ) L • 55d, Hs 5.d, K• Single Family (5-7 DU/AC) Development, Tc•l2.6 min. 4 (2) Le 550, He 5A'9 K• Commercial Development, Tc•9.T mh SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 Foxe D -2 ArQa- A — PraP°=2 SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 .V_ - P.s Tc 11 n) , ✓► LIMITATIONS, L 2� 39 ' 100 1. Maximum length • 1000 Feet TC 1000 90 2. Maximum area • 10 Acres( 11, 0 .� 5N 900 80 a v � H � � 800 � .. eoo Y « $ 400 6 b 300 700 too .5 too a % 1a C • O N $ C. 600 � 50 so c „ c e0 • � 40 M 3o 9 '. to • . 500f35 (1) 10-1 Q. I —,10 K Pf 4 11 400 Q 30 Undeveloped 0 312 : Good N S 350 25 loped O 5 1e 13 0 Fair Cover �14 M c 300 E .4 Undeveloped a .3 `Zl 15 • 5 1 9 Poor Cover � o = 16 5 18 Single F iy IT E .. 16 14 al aved) 90 19 t 200 ( 13 v KEY L -H -R -K -Tc' • 20 12 lZl 25— 5 g Z 10 PI Development 150 9 80- Apartment o 75- Mobile Home 30 • e 65- Condominium 60 - Single Family - 5,000 ft 2 Lot T 40 -Single Family -1 /4 Acre Lot 35 20 - Single Family - I Acre Lot 6 10 -Single Family- 21/2 Acre Lot 100 40 EXAMPLE S ( I ) L= 550x, He 5.d, K• Single Family (5-7 DU/AC) Development, T012.6 min. (2) Le 55011 H* 5.0�, K• Commercial 4 Development, Tcs9,T mM. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 .V_ - P.s SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 Tc ( W� 6— T n C 8 �g 3!!G 9-0, 1%10 LL II 12 ,� N 13 � 0 14 M • IT E 18 i 19 20 cc C 25 30 E• F 35 40 Tc' (tZSn11f]-LIMITATIONS L 100 I. Maximum length = 1000 Feet 1000 90 2. Maximum area = 10 Acre: 900 —80 a H , —70 M Yc1 3OO To�o C1 too 0? g Q 600 to50 5 `c'« e0 c c •v 30 500 C to (!) • 0 35 10 e .. i & K p� � s c 400 und;veloped 0 t ._ Good Cover i 350 25 undeveloped 0 c 1 c c Fair Cover ° 300 Undeveloped 0 c .3 `Zl _c 20 Poor Cover O ; _ 19 0- 250 Single Family (5-7 DWAC) •/ J �-rcial 16 15 (Pa'.d) 90 • KEY is 200 `v 14 13 / L -H -Tc -K -Tc J 12 10 PI Development 150 9 80- Apartment 75- Mobile Home 8 65- Condominium 60 - Single Family - 51000 ft 2 Lot T 40- Single Family -1/4 Acre Lot 20 - Single Family -1 Acre Lot E—6 10 -Single Family- 21/2 Acre Lot 100 EXAMPLEI_ 5 ( I ) L= 55d, Hs 5.d9 K- Single Family (5-7 DU/AQ Development, Tc=12.6 min. (2) L= 55d, H= 5.0�, K= Commercial 4 Development, Tc=9.T mlft SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 Tc ( W� 6— T n C 8 �g 3!!G 9-0, 1%10 LL II 12 ,� N 13 � 0 14 M • IT E 18 i 19 20 cc C 25 30 E• F 35 40 j\r�a' I - (sttiTTK_/f SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 LM I f -5' Figure 5- Figure D -I Tc 14, LIMITATIONS, L -100 I. Maximum length = 1000 Feet Tc 1000 90 2. Maximum area = 10 Acres ( 5N or � 900 80 H 4�( 6 800 70 .. u Y N 400 CX 300 Iru 700 I VV G^ w _� C 21.� � 7 v N E 4_ 100C 600 50 c w c 6600 s n C40/r O o -' 9 c 500 155-49 0 35 0 10f''� 10 .. K EP LI. 4 11 400 30 Undeveloped 0 3 t2 : Good CQver N $ 350 25 M&veloped 0 5 1e 13 c Fair �14 o 300 E .4 Undopsd 0 ,e `Zl 15 M 0 _c 20 19 or Cover m o : 16 c -0 18 Single Family IT E v I T / (�-7 OU/AC) o� 18 i j 16 C (Poved bi �900 19 Fu r .. comb 200 14 13 -� L -H -Tc -K -Tc' 20 o -12 � 5 25- 10 10 PI Development 150 9 80- Apartmentc 75- Mobile Home 30 0 6 65- Condominium 60 - Single Family - 51000 ft 2 Lot T 40- Single FamNy-1/4 Acre Lot 35 20 - Single Family -I Acre Lot 6 10 - Single Family- 21/2 Acre Lot 10o ao EX- 5 (1) L= 5504, H=5.d, K=Skgle Family (5-7 DU/AC) Development, Tc=12.6 min. ', K= Commercial (2) L= 550, H= 5pmm 4 Development, Tc=9.T min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 LM I f -5' Figure 5- Figure D -I -{t r-e(,I G _ [_T u77 f SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 Figure D-1 I Tc t5 -4)';o] LIMITATIONS1 L 1 ' 1 100 1. Maximum length = 1000 Feet Tc 1000 90 2. Maximum area = 10 Acres( 5N .. 900 60 a. V 800 u soo X400 400 300 700 60 S '� -- !o0 T n �EE Caa N E � E o 600 0 50 a« o 60 8 a w 500 _3 (/) • o ,6 c lo 10 B 35 F 6 �`� LL 30 K P1 4 0 3 11 ` 400 ,E Undeveloped 0 .. 12 Good Cover N S 35025 E Undeveloped c iA 13 Fair Cover -.6 E _ �1a N 300 Undo oped l 15- .5-20• 1 .3 - Poor Cover c = 16 c � 18 Single Fa y g � IT E 250 ~ IT (5-7 /AC) J 1615 /.S19 laved bi 90e ~ J200 14 13 '�' u KEY �� L -H -Tc -K -Tc 20 Cc 12 v l 5 25- .- 10 10 PI Development 150 A. ` 980- Apartment c 75- Mobile Home 30- 0 65- Condominium 65-2 E F 60- Single Family -5,000 f Lot T 40 - Single Family -1/4 Acre Lot 35 20- Single Family - I Acre Lot E6 10 -Single Family -21/2 Acre Lot 100 40 EXAMFIX 5 ( I ) L= 550, H=5.d, K, Single Family (5-7 DU/AC) Development, Tc=12.6 min. (2) L= 550, H= 5 0, K= Commercial 4 Development, Tc=9.T min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 Figure D-1 I [� r-!' Ll . " L' v, t , L !%r i 1000 900 800 700 ��Ct .L*` C 400 $ 350 v cOF 300 0 250 J 150 Tc, 1:g' 7 ri, i r1 100 90 80 70 Kel 50 0 3 35 0 30 Undsve pe Good Cover i 25 Undeveloped c Fair 20 I. nd64oped 19 �� Poor Cover 18 Single Farrdly_, 5-7 DUAC) 15 C o�tne 14 (Paysrrdcjai v yIE 13 ZS 12 �Zl g 10 Pi Development 9 80- Apartment 75- Mobile Hom 8 65- Condominium GO— Single Famll 7 40- Single Famh LIMITATIONS 1. Maximum length = 1000 Feet 2. Maximum area = 10 Acres a H t 5' .. u 500 Y w 400 a .., Soo > •- too oa'a N E $ 100 — e0 `oNo 60 40 ` v 0 to 0 o 1 i K P- s - ft b d Tc 5 (m6_1 6 7 e 10 � 11 L� 12 C _ •� 14 4 o` .3 l21 15 � 16 • 18 i 19 I L -H -Tc -K -Tc' e f-5,000 ft 2 Lot y-1/4 Acre Lot 20 -Single Family -I Acre Lot 6 10 -Single Family -21/2 Acre Lot .EXAMP.LE_ 5 (1) L= 550, H=5.d, K=Single Family (5-7 DU/AQ Development, Tc=12.6 min. 4 (2) L= 550, H= 5.0'0 K+ Commercial Development, Tc=9.T min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 25 30 35 40 E• F :. r7 Figure D-1 L 130 1000 900 B oF = 300 Z 0 250 J .. J 200 Tc ��' 7�ni 0 - LIMITATIONS t 100 1. Maximum length - 1000 Feet TC 90 2. Maximum area - 10 Acres 51N� 80 a. V H 2.5� TO6 .. u soo Y w 400 300 60 C ^ >!00 T NI E a 100 50 Yso is 8 40 O p M 3 V 0 to 9 310 10 • 33 0.a ' & _ t.. K Pr Undeveloped 0 ., s Good Cover 2 12 25 Undevwloped0 c 11.0 13' E Fair Cove, ,t 14 E Undsy*6�ed .4 SE 20 Poo Cover 0 c .3 lZl 18 19 m 16 18 I T ?(s� 7 oU%AC� o� IT 16 18 Commercial �� 19 �4 (Paved) v KEY 20 13 L -H -Tc -K -Tc' /2) u D SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 n C 9 O O 1. 0 w w • c E .G H C 0 t C u 0 • i Figure D-1 II 25 zk'to PI Development 9 80- Apartment 75- Mobile Home 30 e 65- Condominium 60— Single Family - 51000 f 2 Lot T 40- Single Family -1/4 Acre Lot 35 20 - Single Family -I Acre Lot 6 10 - Single Family- 21/2 Acre Lot 40 EXAMPLE 5 (1) L- 550', H - 5.d, Ka Single Family (5-7 DU/AC) Development, Tc■12.6 min. (2) L- 550, He 5.0'9 K- Commercial 4 Development, Tc -9.T min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 n C 9 O O 1. 0 w w • c E .G H C 0 t C u 0 • i Figure D-1 L Ab 1000 900 :•• •• •A., c 400 $ 350 v v 300 `c 250 J v t J 200 F- 150 Tc' ,6.8 100 nho LIMITATIONS, 1. Maximum length - 1000 Feet TC 90 2. Maximum area - 10 Acres( W so .. 12 - 4.413 u H 6 .. soo Y w $ 400 s00 60 c >-too T n :. E $ so 50 -- c"c so 9 s d a: 40 90 V �- c to 0)10 o 9 0 . 35 10 o � e K PL 4 II LL Undeveloped 0 t 12 Good Cover 25 Undeveloped o c 1-0 13 `o C Fair Cover E _ Undeveloped_'3 `Zl - 15 Es 20 19 a o m-_�--: 16 c H Single FaIs IT E I T is - 15 C (Paved bl 90 19-1"t` 14 13 0 u KEY L -H -Tc -K -Tc' 20 e 0 12 O .- V `Zl 25 c ii to PI Development_ 9 80- Apartment c 75- Mobile Home 0 30- 65- Condominium 65-2 60- Single Family -5,000 ftLot E F T 40- Single Family -1/4 Acre Lot 35 20 - Single Family - I Acre Lot 6 10 -Single Family- 21/2 Acre Lot ao EX_ 5 (1) L- 55d, H - 5.d, Ke Single Family (5-7 DU/AC) Development, Tc■12.6 min. (2) L= 55d, He 5.d, K- Commercial 4 Development, Tc -9.T min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 Figure D-1 Arc "L (6 - ( � - I Tc 7,6 LIMITATIONS, L gag 100 I. Maximum length = 1000 Feet Tc 1000 90 2. Maximum area = 10 Acres 5— X (min) a 4 900 80 v H I. 7T To .. soo 6 eoo Y g 400Boo.. b , j Too 60 E > = too T n N E �'goo E 50 — so 600 0 `o « `o so '- 8 3 e c o 030 v to 9 O 500 ,6 (1) ' 35 c 10 10 IU. '' K ELL 41// (1) 11 400 30Undeveloped0 .. , 3 .- _ Good Cover-¢ 12 $ 350 25 Undeveloped ,c�" �A 13 EFair Cover :` �14 M c 300 20 �Pooevelo 0 c .3`Zl IS S 19 m — = 16 E c 18 Sing Famlly IT E J 250 1 -f16 ( T DU/AC) o� 18 t .. 15 o�n� 19 14 Commercial90°u KEY 20 ~ J 200 13 L -H -Tc -K -Tc 0 o 12 i IU 11 / o 25 a 0 PI Development 150 9 ,' 80- Apartment c 75- Mobile Home 30 8 65- Condominium E 60 -Single Famlly - 5,000 ft 2 Lot F T 40- Single Family -1/4 Acre Lot 35 20 -Single Family -I Acre Lot 6 10 - Single Family- 21/2 Acre Lot 100 40 EX_ 5 (I) L= 55d, H= 5.d, K=Single Family (5-7 DU/AC) Development, Tc=12.6 min. 4 (2) L= 55d, H= 50�, K= Commercial Development, Tc=9.T min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 Figure D -I Arco -1 — &-u t --e r 1000 900 •1• 8 C 400 8 350 OF 300 `e 0 'r 250 J L r•• Tc, � �"'),`i r" if n Tc 100 LIMITATIONS, I. Maximum length • 1000 Feet Y 12 N 90 2, Maximum area • 10 Acres c 25— 60 0 c a` 13 /14 0 H 216' .4 7o M C 20 �pop�ye Y b 400 b 300 • 19 �� 'a3 !00 .- 16 � 0 ~ E $ loo Sing FamilDUIAC � 50 � so o 17 -7 � `o"o so 40 30 �20C 17 15 ♦ to 0 35 0 e 13 30 K Undeveloped 4 (!) 3 Tc ( w1 6 7 in 0. C 8 3 9 0 10 PI Development u 150 9 80- Apartment o 75- Mobile Home 30 8 65- Condominium • 60 -Single Family -5,000 ft Z Lot 7 40 -Single Famfly-1 /4 Acre Lot 35 20- Single Family - I Acre Lot 6 10 -Single Family- 21/2 Acre Lot 100 EXAM 40 5 ( I ) Ls 550, H - 50d, K•Skvie Family (5-7 0U/AQ Development, Tc=12.6 min. 4 (2) L= 550, Ha 50, K= Commercial Development, Tcs9.7 min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 im I F, (1 Figure D -I Good Coxer- Y 12 N c 25— Undeveloped Fair Cover 0 c ie 13 /14 0 .4 M C 20 �pop�ye 15 • 19 �o ° ; 16 Sing FamilDUIAC � (7 E 1" 17 -7 15 Commercial (Paved) 90u ~ ° 13 KEY 20 L -H -Tc -K -Tc e 0 12 0 25 'S 10 CA PI Development u 150 9 80- Apartment o 75- Mobile Home 30 8 65- Condominium • 60 -Single Family -5,000 ft Z Lot 7 40 -Single Famfly-1 /4 Acre Lot 35 20- Single Family - I Acre Lot 6 10 -Single Family- 21/2 Acre Lot 100 EXAM 40 5 ( I ) Ls 550, H - 50d, K•Skvie Family (5-7 0U/AQ Development, Tc=12.6 min. 4 (2) L= 550, Ha 50, K= Commercial Development, Tcs9.7 min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 im I F, (1 Figure D -I 3.3 3 2.5 rn W 5 2 0.5 o_ 2 S 10 25 30 RETURN PERIOD IN YEARS 3.5 3 2.5 Q5 %. 0 NOTE, 1. !0R M nMKDUlTE RETURN PERIOD$ PLOT IO -YEAR AND 100 -YEAR ONE NOMI VALUES FROM MAPS, THEN CONVECT POINTS AND READ VALUE FOR OWNED RETURN PERIM FOR EXMIPLE SIVEN 'D_ VIM ONE IIOIM• O.950 AND IOO-YEAR CNE NOMI 91-W, =S-YEM ONE "OUR • I.ISo. WIRENCE sNOAA ATLAS !. 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HE - woman --ses --- "n-omm Mass IsommIwlloolow spumous low wM Mnt fiNNm Ennui -qNggmM. mn"ruwln His some m *na§BUII"Ulmillim ,,I,. Is 0 Q gut" .44 asW . I — ---- I If... -vu1M ikRnINO COUNTY I INTENSITY - E)UH I1w EXISTING RUN-OFF CONDITIONS No 17884 \\ ITRACT S I 1/.v/ M�o M O ` oS m MH< — — o SCALE:V WALNUT AVE . °° I 0 1 _ SrHn �— EXIST EXIST. EL ;CAL PANEL —EXIST BOOSTER STAT TRANSFORMER — _ — — — — — — S U/0 O OS ❑M OS I 0MH ryQ 05 I % 20• x �x x �� x xo 1450 X� r L.LI Srk♦f FWC PLANT F16 i O a o� o M 11450x 11 x Y I APN 0228-141-85 — o 24" GWBR LJ 0 0� 0 o M Q ° �. EXIST CONTROL BUILQING J/0�20" s J I 1" R STEELu M I F M LL ) I EXIST. EQUIPMENT BUIL G A ` 1 UI 8V 1 n 24" GWBR (N t) I ❑ AREA A, J ; EXIST RESERVOR Not EXIST RESERVOIR Na.2 \ 1 I(— Q A=0.27AC \ n/ 61' OIA z 2T HIGH 60' DIA X 8' HIGH 430,000 GALLONS I v 1 . o E M I �' `V`9�f 170,000 GALLONS AREA B, A=1.41AC 112' Q) I I1 ® h. zi STffL 52 6' N } 1 5 O Qw '' 0 I I=�.67CF$ Q�=0,87CFS o+ 1 FWC PLANT F16 FWC PLANT F16 APN 0228-141-1D b li TRACT NO 16724 Q,�= �.oscFs i APN.0228-141-09 I M o --------_ o ------- --�---- - — - - _------- _ - ------�- - - - - - - - r -- - - - - - - - - -s`_- -- -- - - IQL -- — — — — — —— oM O EXIST. ON 0 SIDEWAL DRAIN APN 0228-141-20 O M M 32 N 1 0 CL 2' ' i I I � 3 I 3 ------------- SHEET FLOW FROM AREA B: 1 ° __----___—_ Q10=2"37 CFS ! 025 =3.14 CFS 0 Q loo=3.96 CFS 0 0 LEGEND 0 U N FLOW DIRECTION O (21a% EXIST. GRADE 010 TEN YEAR STORM EVENT RUN-OFF ° a Qts TWENTY FIVE YEAR STORM EVENT RUN-OFF o a Q loo HUNDRED YEAR STORM EVENT RUN-OFFmc a L' 711012008 4:14:51 I1w V 1 ULTIMATE RUN-OFF CONDITIONS I i I I I i I I Q,a=0.06CFS I 1 TRACT No. 17884 � I cl1 \ \ =0.CFS \ Mo 0,10 i s SCALE 1'-60' a LNUT AVE. -EXI T.8 -MEDIAN 1 ! 8 So£WA - U. 1 .50 FL (0.50%) 0,.=0.15CFS �4 OM I MO I AREA A, A=O.OpA a tis I PAVED AREA^ 600 SOFT O N io 1457. FL I O O 1Q4 O O r ---I9' 7 O M M F n 1448.40 FL PROP. T WIDE O M V -GUTTER 145080E 3 f I EXIST. 6' CURB 8 GUTTER �/ (T1'P.1 15' C F PLANT F16 h PROPOSED 25- k 0,0=0. 15 FWC PLANT F16 APN:O -141-09 PROPOSED 20' RESERVOIR NO. 2 w v a 0.=0.15CFS APN0228-141-85 �, RESERVOIR NO 1 REA B, A=1.61AC 0 V= 0.75 MG xa _ - ❑ 287 V = 0.58 MG 44' 1' D= 80' H=20' 40' ( 1 U Q u -0.25CFS M I a" TC -10 D= 70' H=20' i6' PROPOSED PE= 50 172' 2:1 2.1 �I PE= 1450,50 BOOSTER STATION 21 2:1 52'- 6 ' � 1445.20 FL I d° 6" CURB lq� p FF= 1449 5 10' tlP �� 1 O TRACT No. 16724 1444.251NV 144s a5 Fc� ry 6" CURB & GUTTERkv - 2' s ' Q,o= 1.89CF$ Qzs=2.52CFS M - •:_ 0.5 0.s% q1 FWC PL T F16. APN:0228-141e 112 Qiw=3.34CFSsa " 0:b FS m r 14 .00 F IST BLOCK WA 1449.31 FL 01W 2 u� OM Q I 1449.25 FL \FS y c EXIST. 4' VCP SEWER LATERAEu ro= 1.89CFS O M 025=2.55CF Lu > 0,.=3.34CF $ APN0228-141-20 MI I CL 32 PE=1445.0 I / I U) i 2' 1 R/ � 1445 m ^ cr ~ ,------------� SHEET FLOW FROM AREA B: rI U 3 a o t i -------------- � ' ! Q 10 =0 CFS Q25 =0 CFS Q1oo=O CFS _a L� a LEGEND c u - U N I2.Do111 EXISTING GRADE CL 0.5% PROPOSED GRADE Q10 TEN YEAR STORM EVENT RUN-OFF a a E 025 TWENTY FIVE YEAR STORM EVENT RUN-OFF o a Q loo HUNDRED YEAR STORM EVENT RUN-OFF R 7/11/2008 9.10:3. V 1 N SCALEp1"-6C HYDRAULIC RUN-OFF AREAS b\ LtUtNU EXISTING GRADE 0.5' PROPOSED GRADE Q io TEN YEAR STORM EVENT RUN-OFF Q25 TWENTY FIVE YEAR STORM EVENT RUN-OFF Q ioo HUNDRED YEAR STORM EVENT RUN-OFF Lo Q 0 n, CL U m a c 3 0 O LL 0 0 c 0 0 U 0 E 0 Q 0 n 0 AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 ® AREA 6 I I r i AREA 7 Lo Q 0 n, CL U m a c 3 0 O LL 0 0 c 0 0 U 0 E 0 Q 0 n 0 �A�T AB RaIOE Z.� VALL EY � °AT EflR GOO MoPANY To: City of Fontana Land Development 8353 Sierra Avenue Fontana, CA 92335 11142 Garvey Avenue El Monte, California 91733 Address All Correspondence To: Post Office Box 6010 El Monte, CA 91734-2010 Date: July 14, 2008 Subject: PMT08-00623 Plant F16 Water Storage Facility & Site Improvements Revisions to Citrus Avenue, Walnut Avenue and Clear Lake Way Record Drawings Our Job No. 519OF Transmitted: ® Herewith ❑ Under Separate Cover ❑ Via Carrier The Following: For: ❑ Tracings ® Approval ❑ Prints ❑ Checking ® (See Below) ❑ Your File Remarks: The following items are hereby submitted for your review: One (1) transmittal letter dated July 14, 2008; Two (2) sets of redlines for Citrus Avenue, Drawing No. 3247; Two (2) sets of redlines for Walnut Avenue, Drawing No. 3698; Two (2) sets of redlines for Clear Lake Way, Drawing No. 3843; One (1) set of site grading reference drawings for PMT08-00623; Two (2) copies of hydrology and hydraulics report for PMT08-00623; One (1) set of original 1" plan check comments for Citrus Avenue, Walnut Avenue and Clear Lake Way; One (1) copy of the original hydrology and hydraulics report with comments; One (1) copy of the conditions of approval for ASP 07-033; One (1) copy of cost estimate. SAN GABRIEL VALLEY WATER COMPANY Kristofer J. Olsen, P.E. Senior Engineer Copies to: File 268 (Rev 11/98)