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27131 SDP 2003-792 Mediterra ApartmentsT 11111111 iiiiiiii HYDROLOGY STUDY STORM DRAIN HYDRAULIC CALCULATIONS FOR PARCEL 3, P.M. 27131 "MEDITERRA APARTMENTS" IN THE CITY OF LA QUINTA, CA BY: SAXON ENGINEERING �oQROFESS/0 M. �J No. 44180 * Exp. —C° -1- -07 0 sf q�. CIVIL `�`,`t� F�F CRLI,to PREPARED UNDER THE DIRECT SUPERVISION OF: Je DATE 7 / /O6 KURT M. SAXON RCE 44180 ��O ',l t� _ ,.. M ^, t "' ��.' t'p. sit . c) HYDROLOGYSTUDY STORM DRAIN HYDRAULIC CALCULATIONS (REVISED) FOR PARCEL 3, P.M. 27131 "MEDITERRA APARTMENTS" IN THE CITY OF LA QUINTA, CA BY: SAXON ENGINEERING PREPARED UNDER THE DIRECT SUPERVISION OF: DATE KURT M. SAXON RCE 44180 TABLE OF CONTENTS PAGE I. INTRODUCTION /DISCUSSION 1 -5 II. VICINITY MAP M III. HYDROLOGY CALCULATIONS 7 -48 IV. RETENTION CALCULATIONS 49 -65 V. STORM DRAIN & CATCH BASIN HYDRAULIC CALCULATIONS 66 -94 VI. SAND FILTER CALCULATIONS 95 -102 APPENDIX A - PERCOLATION TEST RESULTS APPENDIX B - HYDROLOGY MAP APPENDIX C - EXISTING TOPOGRAPHY MAP INTRODUCTION These calculations were done to determine the storage volume required to retain the runoff generated by development of 1 parcel. The 14 acre site is located at the northeast corner of Washington St. and the proposed Palm Royale Dr. (see Vicinity Map). The project consists of 224 apartment units and associated site improvements. Per City requirements, the site must retain 100 year storm runoff for the worst case storm (3 hr., 6 hr., or 24 hr. storm duration). DISCUSSION The improved site will retain the post developed 100 -year storm runoff by use of thirteen major retention basins and depressed landscape areas. The site is divided into 8 drainage areas with several sub -areas within each area. Drainage Area #1 consists of the half - street width of Washington St. along the frontage of the site and the half - street width of Palm Royale Dr. from Washington St. up to the high point of Palm Royale Dr. Drainage Area #2 consists of the half - street width of Palm Royale Dr. and Darby Rd., including landscape areas. Drainage Areas #3 through #8 consist of on -site areas as shown on the Hydrology Map. The "Short Cut Synthetic Hydrograph Method" from the Riverside County Flood Control Hydrology Manual was used to determine runoff in each area. The spreadsheet used was developed using the formulas outlined in Plate E -1.1 of the manual. Precipitation data was taken from the isohyetal maps, Plates E -5.2, E -5.4, and E -5.6 of the manual. Precipitation is 2 in/hr for the 100 yr, 3 hr storm, 2.5 in/hr for the 100 yr, 6 hr storm, and 4 in/hr for the 100 yr, 24 hr storm. Soil at the site consists primarily of sand and silty sand. A percolation rate of 2" per hour was used to calculate basin and drywell infiltration volumes. Actual percolation rates vary from 11" to 13" per hour. See percolation test data in Appendix A of this report. Drainage Area #1: Runoff from Area 1 is routed to Retention Basins #7, #8, 410, and #11 via a curb inlet catch basin on Washington St. at the northerly property boundary and a 12" drain pipe into a bubbler box in Basin 47 with a 6" nuisance flow outlet into a sandfilter with leach field per City of La Quinta Std. 370, as shown on the Rough Grading Plan. The pipe is sized to only carry the runoff generated by stormwater falling directly onto Area 1. The pipe will not have the capacity to carry additional flows that come from the south, which will cause these excess flows to continue northerly down Washington St. as they currently do. Flows beyond the capacity of the 6" nuisance flow pipe will bubble out of the bubbler box into the retention basin. Overflow from Retention Basin #7 flows into Retention Basins #8 and # 10 via two grate inlet catch basins at the top of Retention Basin #7 and a 12" drain pipe into each basin. Retention Basin #10 overflows into Retention Basin #11 via a grate inlet catch basin at the top of Basin #10 and a 6" drain pipe down to a bubbler box in Basin #11. Since the 100 -yr., 24 hr. storm event generates the highest volume of runoff for this drainage area, storage and infiltration capacity of the retention basins were calculated and checked for the 24 hr. and 3 hr. storm events. The required retention capacity for the 100 -yr, 24 hr. storm was calculated to be 3,875 c. f. Retention Basins #7, #8 and #10 provide a total retention capacity (storage and infiltration) of 6,523 2 c.f. for the 24 hr. storm, which is greater than the 3,875 c.f. required. Retention Basin #I I is not needed to retain the 24 hr. storm. The required retention capacity for the 100 - yr., 3 hr. storm was calculated to be 3,299 c.f. Retention Basins #7, #8, #10, and #11 provide a total retention capacity of 3,481 c.f. for the 3 hr. storm, which is greater than the 3,299 c.f. required. Drainage Area #2: Runoff from Area 2 is routed to Retention Basins #13, #6 and #5 via a curb inlet catch basin on New Darby Rd. at the southeast corner of the site and a 24" drain pipe into a bubbler box in Retention Basin #13 with 46" nuisance flow outlet into a sand filter with leach field per City of La Quinta Std. 370. Flows beyond the capacity of the 6" nuisance flow pipe will bubble out of the bubbler box into the retention basin. Overflow from Retention Basin #13 is carried down to Retention Basin #6 through a grate inlet catch basin at the top of the basin and an 18" drain pipe. Overflow from Retention Basin #6 is carried down to Retention Basin #5 through a grate inlet catch basin at the top of the basin and an 18" drain pipe. Since the 100 -yr., 3 hr. storm event generates the highest volume of runoff for this drainage area, storage and infiltration capacity of the retention basins were calculated and checked for the 3 hr. storm event only. The required retention capacity for the 100 -yr, 3 hr. storm was calculated to be 7,645 c.f. Retention Basin #13 provides a total retention capacity (storage and infiltration) of 3,493 c.f. for the 3 hr. storm. Retention Basin #6 provides a total retention capacity (storage and infiltration) of 1,364 c.f. for the 3 hr. storm. The remaining 2,788 c.f. will overflow into Retention Basin #5, which has a capacity of 11,059 c.f. for the 3 hr. storm. The excess capacity of 8,271 c.f. in Retention Basin #5 is used to retain runoff from Areas 5 and 8. Drainage Area 93: Drainage Area 3 consists of 4.94 acres of on -site area as shown on the Hydrology Map. The area is broken into several sub - areas, each with its own depressed landscape area. Since Retention Basin #1 is large enough to retain all of the runoff from Drainage Area 3, calculations are not necessary to determine runoff and storage required in each sub -area. An overflow point is provided in each sub -area at an elevation below the adjacent pad elevation, to allow excess runoff from the landscape areas to flow into the gutter (see Hydrology Map and Precise Grading Plan). Runoff from parking and driveway areas plus any excess runoff from landscape areas will surface flow via concrete gutters down to a curb inlet catch basin with a drain pipe connected to a bubbler box located in Retention Basin #1. The bubbler box has a 6" nuisance flow outlet connected to two sand filters with leach fields per City of La Quinta Std. 370. Heavy flows beyond the capacity of the 6" nuisance flow outlet will bubble out the top of the bubbler box into the retention basin. The 100 -yr., 3 hr. storm event generates the highest volume of runoff in this drainage area, so infiltration calculations were done for the 3 hr. storm only. The required retention capacity of Area 3 was calculated to be 21,163 c.f. (100 -yr, 3 hr. storm event). Retention Basin #3 with two sand filters provides a total retention capacity of 24,839 c.f, which is greater than the 28,189 c.f. required. An emergency overflow, consisting of a grate inlet catch basin at the top of the retention basin and a drain pipe down to Retention Basin #2, is provided. 3 Drainage Area #4: Drainage Area 4 consists of 4.49 acres of on -site area as shown on the Hydrology Map. Like Area 3, the area is broken into several sub - areas, each with its own depressed landscape area. Since Retention Basins #2 and #3 are large enough to retain all of the runoff from Drainage Area 4, calculations are not necessary to determine runoff and storage required in each sub -area. An overflow point is provided in each sub -area at an elevation below the adjacent pad elevation, to allow excess runoff from the landscape areas to flow into the gutter (see Hydrology Map and Precise Grading Plan). Runoff from parking and driveway areas plus any'excess runoff from landscape areas will surface flow via concrete gutters down to two curb inlet catch basins, each with a drain pipe flowing into Retention Basin #2. Catch basins #5 and #6 have drain pipes connected into a bubbler box in Retention Basin #2. Each bubbler box has a 6" nuisance flow outlet, both connected to a single sand filter with leach field per City of La Quinta Std. 370. Heavy flows beyond the capacity of the 6" nuisance flow outlets will bubble out the top of the bubbler box into the retention basin. The 100 -yr., 3 hr. storm event generates the highest volume of runoff in this drainage area, so infiltration calculations were done for the 3 hr. storm only. The required retention capacity of Area 4 was calculated to be 19,235 c.f. (100 yr., 3 hr. storm event). Retention Basin #2 provides a total retention capacity of 11,251 c.f. An overflow, consisting of a grate inlet catch basin at the top of the retention basin and a drain pipe, is provided to carry the additional 7,984 c.f. of runoff down to Retention Basin #3. Retention Basin #3 provides a storage capacity of 9,202 c.f., which is greater than the 7,984 c.f. required. Infiltration in Basin #3 is being ignored, since the basin does not begin to fill until later in the storm, once Basin #2 has overflowed. An emergency overflow, consisting of a grate inlet catch basin at the top of the retention basin and a drain pipe down to Retention Basin #4, is provided. Drainage Area #5: Drainage Area 5 consists of 1.72 acres of on -site area as shown on the Hydrology Map. Like Areas 3 and 4, the area is broken into several sub -areas, each with its own depressed landscape area. Since. Retention Basins #4 and #5 are large enough to retain all of the runoff from Drainage Area 5, calculations are not necessary to determine runoff and storage required in each sub -area. An overflow point is provided in each sub -area at an elevation below the adjacent pad elevation, to allow excess runoff from the landscape areas to flow into the gutter (see Hydrology Map and Precise Grading Plan). Runoff from parking and driveway areas plus any excess runoff from landscape areas will surface flow via concrete gutters down to a curb opening that drains into Retention Basin #4. The 100 -yr., 3 hr. storm event generates the highest volume of runoff in this drainage area, so infiltration calculations were done for the 3 hr. storm only. The required retention capacity of Area 5 was calculated to be 7,369 c.f. Basin #4 provides a total retention capacity of 2,659 c.f. An overflow, consisting of a grate inlet catch basin at the top of the retention basin and a drain pipe, is provided to carry the additional 4,710 c.f. of runoff down to Retention Basin #5. Basin #5 provides a total retention capacity of 11,059 c.f. Drainage Area 2 uses 2,788 c.f. of the 11,059 c.f. provided and Drainage Area 8 uses 3,291 c.£, leaving 4,980 c.f. for Area 5 runoff, which is greater than the 3,785 c.f. required. An emergency overflow, consisting of openings in the perimeter �1 wall, will be provided to allow excess flows to continue in a northeasterly direction from the site as they historically have done and currently do. Drainage Area #6: Drainage Area 6 consists of 0.15 acres of landscape area along Washington St. This area will drain via surface flow into Basin #9. The required retention capacity of Area 6 was calculated to be 317 c.f. Basin #9 provides a storage capacity of 495 c.£, not including infiltration, which is greater than the 317 c.f. required. Drainage Area #7: Drainage Area 7 consists of 1.92 acres of on -site area as shown on the Hydrology Map. The area is broken into several sub -areas, each with its own depressed landscape area. Since Retention Basins #12 and #1 are large enough to retain all of the runoff from Drainage Area 7, calculations are not necessary to determine runoff and storage required in each sub -area. An overflow point is provided in each sub -area at an elevation below the adjacent pad elevation, to allow excess runoff from the landscape areas to flow into the gutter (see Hydrology Map and Precise Grading Plan). Runoff from parking and driveway areas plus any excess runoff from landscape areas will surface flow via concrete gutters down to a grate inlet catch basin with a drain pipe connected to a bubbler box located in Retention Basin #12. The bubbler box has a 6" nuisance flow outlet connected to a sand filter with leach field per City of La Quinta Std. 370. Heavy flows beyond the capacity of the 6" nuisance flow outlet will bubble out the top of the bubbler box into the retention basin. The 100 -yr., 3 hr. storm event generates the highest volume of runoff in this drainage area, so infiltration calculations were done for the 3 hr. storm only. The required retention capacity of Area 7 was calculated to be 8,225 c.f. (100 -yr, 3 hr. storm event). Retention Basin # 12 with a sand filter provides a total retention capacity of 7,220 c.f. An overflow, consisting of a grate inlet catch basin at the top of the retention basin and a drain pipe, is provided to carry the additional 1,005 c.f. of runoff down to Retention Basin #1. Retention Basin #1 has an excess capacity of 3,676 c.f., not used by Drainage Area 3, which is greater than the 1,005 c.f. required. Drainage Area #8: Drainage Area 8 consists of 0.77 acres of on -site area as shown on the Hydrology Map. The area is broken into several sub - areas, each with its own depressed landscape area. Since Retention Basin #5 is Iarge enough to retain all of the runoff from Drainage Area 8, calculations are not necessary to determine runoff and storage required in each sub -area. An overflow point is provided in each sub -area at an elevation below the adjacent pad elevation, to allow excess runoff from the landscape areas to flow into the gutter (see Hydrology Map and Precise Grading Plan). Runoff from parking and driveway areas plus any excess runoff from landscape areas will surface flow via concrete gutters down to a curb opening that drains into Retention Basin #5. The 100 -yr., 3 hr. storm event generates the highest volume of runoff in this drainage area, so infiltration calculations were done for the 3 hr. storm only. The required retention capacity of Area 8 was calculated to be 3,299 c.f. Basin #5 has an excess capacity of 3,561 c.f. not used by other drainage areas, which is greater than the 3,299 c.f. required. An emergency overflow, consisting of openings in the perimeter wall, will be provided to allow excess flows to 5 continue in a northeasterly direction from the site as they historically have done and currently do. CONCLUSION The results of this study confirm that the proposed site is capable of containing the runoff generated by the 100 -year storm. VICINITY MAP N. T. S. PROJA T SITS Q Pq�M DARE RD NE z � °� o � Z � � r W ti Q FRED WARING DRIVE EMERALD DR. Y _ Q MILES A VE VICINITY MAP N. T. S. 5 III. HYDROLOGY CALCULATIONS In RIVERSIDE COUNTY HYDROLOGY MANUAL CHARTS AND TABLES USED R C F C a W C D HYDROLOGY MANUAL SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Rain Calculation Form Project Sheet By Date Checked pate [I] CONCENTRATION POINT 123 AREA DESIGNATION C33 DRAINAGE AREA -SQ MILES C43 ULTIMATE DISCHARGE - CFS - HRS /IN (645*[3]) C51 UNIT TIME - MINUTES 161 LAG TIME - MINUTES 177 UNIT TIME - PERCENT OF LAG (100.[53/1671 181 S -CURVE C9] STORM FREQUENCY G DURATION YEAR- HOUR CIO] TOTAL ADJUSTED STORM RAIN - INCHES Cll] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 1121 MINIMUM LOSS RATE (FOP, VAR. LOSS) -IN /HR 1131 CONSTANT LOSS RATE — INCHES /HOUR 1141 LOW LOSS RATE — PERCENT UNIT HYDROGRAPH EFFECTIVE PAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD trL 1167 TIME PERCENT OF LAG 177sCIS3 1171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE ( S- GP.APH ) [18] DISTRIB GRAPH PERCENT [173, 107] 1191 UNIT HYDROGRAPH FS- HRS /IN [47#1183 100 1201 PATTERN PERCENT (PL E -5.9 1 1211 STORM RAIN IN/HE 601107[20] C22 LOSS RATE IN /HP. C231 EFFECTIVE PAIN IN /HP. C217 -1223 1243 FLOW CFS 100 MAX LOW I I i 1 i i � I I I i � S I I i 1 ! 4 1 r 1, 1 I I i! r M M ED 0 :13 n CP 3 -HOUR RAINFALL STORM PATTERNS 6 -HOUR STORM IN PERCENT 24 -HOUR STORM 7.1 -E S-wIN IO -MIN 15 -w14 ]0 -wlN IIwE 5 -MIN 10 -wiN IS -riN 30 -NIN llwC S- 14 IIwE IS -I.1N 30 -rIN 60 -VIN TIwE 15 -I \ P1- 0D PERIOD PERIOD PERIOD PERl00 PERIOD PEP100 PERIOD PERIOD PER]. PER10D PERIOD PEP100 PCR100 PERIOD REP 100 PERIOD PERIOD �i 0 l 1.3 2.6 ).1 6.5 1 .5 .1 .1 1.7 7.6 a9 ].7 1 2 5 1.2 ♦9 2.5 •--y j 2 1.3 2.6 1.1 ..B 10.0 2 S.l .6 1.2 1.9 a.] 50 51 I.B 1.9 2 ) .3 .7 1.J 1.8 50 51 2.6 2.8 L v• J 1.1 1•S 3.] I].9 3 ..v 17.a • ,6 •6 1.3 2.1 •.B I.• 2.2 •.9 52 2.0 • .J .a .6 .7 2.I 52 2.9 ` �j 5 6 I.5 1.8 ].3 3,• 6.6 29.9 5 7.3 20.3 6 .6 .7 1.• 2.a 5.3 57 1.5 2.� 5.8 54 2.1 2.1 5 6 .3 .3 .6 1.0 2.8 2.9 57 Sa 3.. 3.. a.. 6.a T ,7 1.6 2.a 6.8 55 2.2 7 .] 1.0 J.B 55 2.3 B I.8 a,2 9,0 6 .7 1.6 2.5 9.0 S6 2.3 B 1.1 •.6 56 2.3 9 I.B 5.3 12.3 9 .7 1.6 2.6 11.6 57 2.a 9 .a 1.3 6.3 57 2.7 10 1.5 5.1 17,6 10 .7 1.6 2.7 14.4 58 2.a 10 .• 1.5 B.2 58 2.6 Il 1.6 6.. 16.1 Il .7 I.6 t•6 25.1 59 2.S 11 .5 1.3 7.0 59 2.6 12 1.8 5.9 a.2 12 .e 1.7 3.0 ••• 60 2•b I2 .5 1.6 7.3 60 2.5 13 2.2 7.7 I] 6 1.1 J.2 61 3.1 13 5 1.6 10.8 b 2.. 1. 2.2 6.5 la .6 I.B 3.6 62 3.6 1. .5 2.0 11.8 62 2.3 IS 2.2 la.l IS .6 1.8 •,3 63 ].9 IS .S 2.1 10.a 63 1.9 16 7.0 la.l I6 .8 1.8 •.1 64 2 16 .6 2.5 8.5 64 1.9 17 2.6 7.1 li B 7.0 5.. 65 ♦,7 17 .6 3.0 1.. 65 • I1 2,1 2.1 16 .6 2.0 N.2 6b 5.6 Ie .7 3.3 1.9 66 19 2.a 19 .6 7.1 6.9 67 1.9 19 .7 3.9 ].3 67 .] 20 2.7 20 .8 7.2 7.5 6B ,9 20 .8 a.l I.2 68 .3 21 3.3 21 .8 7.5 10.6 69 6 21 .6 3.0 I.l 69 .5 22 3.1 27 .8 2.6 Ia.S 70 •5 22 .7 a.0 1.0 70 .5 23 2.9 23 .8 3.0 3.• 71 .3 23 .6 J.6 •9 71 .5 2. 3.0 2a .9 3.2 1.0 17 .2 2. .e 3.5 •8 72 .4 2S 3.1 75 .8 3. 5= 25 .9 5.1 13 �• 26 ••2 26 .9 7.9� 26 •9 5.7 27 5.0 27 .9 a,2 27 1.0 6.6 75 .3 26 3.5 26 .9 •,5 26 1.0 a.6 76 •2 29 30 6.6 7.] 29 .9 •,6 29 30 1.0 1.1 5.) 5.1 17 .3 D 31 8.2 30 Jl .9 9 S,1 6.7 31 1.2 a.t 7B iv .. J ]2 5.9 ]7 .9 El 32 1.3 3.8 80 .2 _ 33 2.0 33 1.0 10.) 33 1.5 .8 B1 .3 Z J• 1.6 J• 1.0 2.6 3. 1,5 •6 82 .3 35 1.8 35 1.0 1.1 35 1.6 1.0 83 .3 36 .6 36 !.0 .5 36 1.7 :9 8a .2 r 37 1.0 37 38 1.9 2.0 .B B5 •3 T 1 r 38 39 I.I 1.) 39 2.1 .S .7 e6 87 .2 .3 ATV •0 .1 2.2 I.s .s Be .z 1.1 al •Z a3 1.2 1.3 1•a •2 a3 1.5 2.0 •6 .5 •5 B9 40 .3 .2 D a. 1.. .. 2.0 .S 92 .2 T _3 'i 45 1.5 •5 •6 1.9 1.9 .5 93 .2 1.1 •6 a7 1.5 1.6 •7 1.1 .• .. 9. 95 .2 .2 •8 1.6 •6 1.8 .♦ 96 .2 rn N Z (n NOTES: I. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939. 2. 24 -hour patterns based on the general storm of March 2 8 3,1938. Q RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Cover (2) Soil Group A B C D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, -Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) .Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C a W C D RUNOFF INDEX NUMBERS rJYOROL OGY 1 \ /JANUAL FOR PERVIOUS AREAS PLATE E-6.1 0 of 2) 11 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Quality of Soil Group Cover Type (3) Cover (2) A I B C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded Poor 66 77 85 89 (Alfalfa, sweetclover, timothy, etc.) Good 58 72 81 85 Orchards, Deciduous See Note 4 (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen Poor 57 73 82 86 (Citrus, avocados, etc.) Fair 44 65 77 82 Good 33 58 72 79 Pasture, Dryland Poor 67 78 86 89 (Annual grasses) Fair 50 69 79 84 Good 38 61 74 80 Pasture, Irrigated Poor_ 58 74 83 87 (Legumes and perennial grass) Fair 44 65 77 82 Good 33 58 72 79 Row Crops Poor 72 81 88 91 (Field crops - tomatoes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor 65 76 84 88 (Wheat, oats, barley, etc.) Good 63 75 83 87 Vineyard See Dote 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition. (AMC) II. 2. Quality of cover definitions: Poor - Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair - Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a deta'12d description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. R C F C a W C D RUNOFF INDEX NUMBERS FOR TJY�R�! �JG`t J\iJANUAL PERVIOUS AREAS PLATE E -6.1 (2of 2) I I I � I - .1 - - - . . V, .L -. , . �­ ".....' . " " _.' `� � - ' 11 i IV .. " ` __ I I , � .;� , � , .' 7 �� ', 41--:.. ' , ., I � I . . 1 14 ,­ '�' i- � . 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TAT I N _ , R � R6W, R5 aM 16 f 17 HYDROGRAPH CALCULATIONS (SPREADSHEET USED IN PLACE OF PLATE E2.2) U c LAa� n� 7 �1 QJ oNt) V A B C D E F G H 1 J K L M N O 77 _ )6 79 80 81 100 FREQUENCY LMT TIME PERIOD NIM 10 82 3 FAR STORM- 10 71ME PERIOD 64 ELAWAU fm ees mm SAMUSM es 6611 PER PLATE E6.2 •Go8 *0.2 2 2.8 -W-D66-F681 (100-At) IN7R •IF 080-806 066 -868 086 -086 IN?ft •186•Ee6 CPS •Ke6'J61 M0 CF 87 2 •G07'0.9 2 2.0 -00'D87'F87/ 100'J81 IWFR -IF 067 -B87 087 -B87 G67C87 It" -187'E87 CF8 - K87'J61'60 CF 8813 •0ee'0.9 I 3.3 - 60'De8'F08/ 100'J81 IWFR -IF 08e -Bee Gee -Bee CieB -C6e INM •188•E66 CFO •K88'600 CF 69 4 •G69.0.9 2 3.3 - 11MI)•F89I100'J81 IWM •IF Ge9 -809089.889089089 IWFR •489'E89 CFO •K89.600 CF 90 5 •G40.04 2 13 •d0 *DWFM t00'J8 t IN?R •IF 090 >B90 G9"90 000 -C90 IW R •190'E90 CF8 •K90'000 CF 91 0 •091.0.9 2 3.4 - 00'D9l'F91/ 100'J81 INAR -IF G91>B91 091.891 G91C91 It" - 191•E91 CFO - K9l'600 CF 927 •G22.o.9 2 4.4 - W'092'F921100'Jef IWHR - IFG92-B92G92- 892G92 -C92- INI-R •492'E92 CPS •K92'600 CF 93 8 - G93.0.9 2 41 - 00'D93'F93/ 100•J81 IWFR -IF 083-887 093.893 G93C97 IWHR •19WE93 CF8 - K93'800 CF 94 9 •G94.0.9 12 15.3 -00'094'F94/ 100'J81 INIW -IF G94 -B94 G94 -B9/ G94C9e INtR •194 •E9! CF8 •K9 4'800 CF 95 10 •G95.0.9 12 5.1 - 80•DOS•F95I 100'J01 IWFR •IF G95 -B9S G95-B9S G95C95 INIM - 195•E95 CPS •K95'800 CF 90 11 •096'0.9 12 6.4 - 60.096•F901 t00•Jet IN?R •IF 098,890 G90.89e 090090 IWR - 190'E96 CFO - K96'600 CF 97 12 - G97.0.9 2 5.9 - 60.097•F971 100•J81 IWFR •IF 097,897 G97 -S97 G97C97 IWFR - 197'E97 CFO - K97'000 CF 98113 1 098.0.9 2 7.3 - 60•D96'F9 t00•J81 INIFR •IF (G9e >B9e GMS96 098008 ) INtR - 19e•E98 CPS -1(98100 CF 99114 1 2 6.5 - 60'099 -F99! 100'J81 IWFR wIF 099 -899 099-099 G99C99 IWFR •t99•E99 CF8 - K99'000 CF 100 IS - GI00.0.9 2 14.t -60'D100'F100f 100'J81 INIM •IF 0100,81000100-01000100.0100 IIWR - 1100'9700 CFO - X100'600 CF 101 10 •6101.0.9 2 14.1 -60'0101 -F101f 100'.181 INAR •1F 0101 -8101 0101-8101 0/010701 !I" •1101'E101 CPS - K101'000 OF 102 17 - 0102.0.9+ 2 3.8 - 60'171027102/100•J81 IA" - IFG102 ,81020102. 81020102 -01 IWFR •1102•E702 CF8 - K102'800 CF 10316 •G103'0.9 2 IWFR • IWFR CPS aKIIMM CF 104 •SLM 86:F107 -S 080:0103 INA-R -SUM 88:1103 t?" •8 8:910 CPS 'SLM e8:M103 CF 105 106 107 l3rORAQ -I141104 ICF V Nydrvjrap� II F.-Ue • OW M".I;SM MtWW Sprea)Sh «t Ew4q� ;O/75 (( sour) ,-WNW A B C 0 E F G H I J K L M I N O 37 38 39 40 41 100 FREOLIENCY LINT TIME PERT (MIM 15 42 8 1R STOMA, 15 TIME PERIOD _ _ 43 wrri •rw �mm -vr �>ew 44 45 - - 46 1 PER PLATE E-8.2 •64810.9 2.5 1.7 - 80'D46'F48/ 100 -J41 INMR -IF G46>84e G46.B4e G46G4e IWFW -tWE46 CPS - K46•J41'80 CF 47 2 - 04710.9 2.5 1.9 -60-047-F471(100-All IWFR -If Q4? -B47 G47 -B47 Q47C47 IWAR -147'E47 CPS - K47•J4t'80 CF 46 3 - 046.0.9 2.5 2.1 - 801D48'F48/ 1001J41 IWFR -IF G48 -848 G48-848 Q48C48 IWFR -14SIE48 - K48.900 CF 49 4 - G49.0.9 2.5 2.2 - 60'D49'F49/ 100'J41 IWHR •IF G49 >B49 G4"49 049.049 It" - 149'E49 - K49.900 CF 50 5 •050.0.9 2.5 2.4 - 60'050'F50/ 100'J41 !I" -If O50>B500S0.8S0050 -CSO IWFR •ISO'E50 - K501900 CF St 6 - 051.0.9 2.5 2.4 - 80'D51'F511100'.141 IWFR -IF 051 -851 057861 OS1 -051 IWHR •151'E51 •K511900 CF 52 1 =652.0.9 2.5 2.4 - 60'D52'F52J 100'J41 IWM •IF 052 -852 GS2 -B52 052 -05 . IWFR - ISrE52 RUS - K521900 CF 53 e - G53.0.9 2.5 2.5 - 601053'F53/ 000'.141 1WHR -IF 053>B53 GS"53053-CS3 . IWF94 - I53'E53 - K531900 CF 54 9 - GS4'0.9 2.3 2.8 •60'DS4'F64! 100'.140 th" -IF 54 >BS4 G54.054 Q54CS4 It" - 1841ES4 - K54.900 CF 55 10 - 055.0.8 2.5 2.7 - SO'D56'F55/100'J41 IWFR -1 G55-955G55- 855055 -055 IWHR - 1551ESS. •K551900 CF 56 11 - 056.0.9 2 .5 2.8 - 60.OSS'FS6/ 11K1'J41 IWFR -IF 056 >B5e O5"56 054066 IMIR - 15WES6' CF8 - K5e1900 CF 57 12 - 657'0.9 2.5 7 -60'D57 -F57 100 -J41 INM4 -If G37 >BS7057.857O57CS7 IWFR - 167'E57 CFO - K571900 CF 58 13 - 05810.9 2.5 RS.2 3.2 - e0'D58'F5611001J41 IWW -IF 058 -858 OS8.8116 058056 [I" - I50'E58 CPS - K56'900 CF 59 14 - G59.0.9 2.5 3.6 - 801DS9'F59/ 100•J41 IWFR -IF 059 -859 Q5"59 059CS9 - IWFR - 15VE59 . CF6 - KS9'900 CF 60 15 •660.0.9 2.5 4.3 - e01D50'Fea t001J41 IWIR •IF GS0- BBO,G00-8S0660060 INRR •I60•Ee0 - CFB - K60'900 CF 61 16 =G6110.9 2.5 4.7 - 80.06t�Fet/ 1001.140 IW/ii •If t -Bet Get -880 061 -Cet IWFR .1et'Eet CFO -KO 1.900 CF 82 _ 17 •Ge2.0.9 2.5 5.4 - 60'082'F821100'J41 IWFR - IF062- 652082- B52082CO2 IWM - 1821E62 CFO - Ke2.900 CF 63 18 •G63.0.9 2.5 -80.DOST83/ 100 -J41 !1" -1F G63 >B63 063-B63 083-063 - IWFR - 183'E03 CF8 - Ke3.900 CF 64 19 - G84.0.9 2.5 e.9 - 60'D54•FE4/ OWN 1) IWFR •IF 064 >B64G61-884 Q64 -C84 IWFR - 1841EM CPS - K64.900 CF 85 20 •G85.0.9 2.5 7.5 - 60.065'F851100'J41 IWHR -IF Q6YB85 06S�B8S Oe5-085 IWFR NSS'EBS CF8 - KS5'900 CF 88 21 - G86.0.9 2.5 10.6 - 00'D68'F68/ 100'J4t $I" -IF >Bee Ge4B66 oe6 -C6e IWFR - ISS•E68 ICFS - K66'900 CF 67 22 - Ge7.0.9 2.5 14.5 - 60.067'F67I1 OVA 1 IWFit - IFG67>Be7GS7- 887087.06 IWFR - 167'E87 CFO •KS7.900 CF 88 23 - Ge8.0.9 2.5 3.4 - 6010881Fe8! 100 -A t INMi -IF Qee >Be0 o86 -BeB OedCee INTR - 1ee'Eee CPS - Ke8.900 CF 69 24 - 66910.9 2.5 IN/FR 1WFR CF8 -KSM0Q CF 70 •SLJM 46:Fe9 -SUA G4e:G89 I!," -S 48:169 lww -SUA 48:Ke9 CF8 -SLM 6:M69 CF 71 72 73 STORA I -M70 CF 74 75 78 li ,-WNW FomWes - Ur4t Fttdio, ..tho0 H\1d 10 A tAO -S4 rtqJSk fotf FgL, Gf.oAs ( 2y �94%r) 143. A B C D F G H I J K L M N O 1 2 1DD FREQUENCY LMT TIME PERIOD 1 60 3 24 HR STORM. 60 MIN. TIME PERIOD 4 71.3 ��aw� wa��w �•orr wwow 5 nApw+a 6 7 1 PER PLATE E -0.2 •G7.0.9 3 1.2 •8O'D7'F7/ 100•J2 INIM •IF 07.87 07-87 G7-C IWFR •171E7 CFO •K7.3000 CF 8 2 •G8'O.9 3 •e0'D8'F6/ 100•J2 IWHR •IF Ge>B8 G8-Be G8L8 INMR •I8'Ee CFO •K813800 CF 9 3 •G9.0.9 1.0 •60'D9•F9l 100'J2 IWFR •IF G9.89 G9-B9 G9C9 ItYFR •19'E9 CFO •K9'3600 CF 10 4 •G10.0.9 3 2.1 •60'D10'F10 /100',12 IWtR •IFG10>S10G10- OI0Gt0C10 IWF6i •I10'Ef0 Cf6 •Kt0.3600 CF 11 5 •G71.0.9 2.8 •00'Dtt'F11/ 100',1 INFR •IF 017.811 Gll- 87101101/ IWFR •It t'Ell CFO •K71.3000 CF 12 6 •GI2.0.9 2.9 •60'D12'Fi2/100•J2 IWFR •IF 12 >B72 012- 812 01207 2 IWHR •112'E12 CFO •K12*MOO CF 13 7 •G13 *0.9 3.8 •60'DI3'F13I100'J2 IWFR •IF01]>B17Gt1- B13013C13 ]1" •113•E13- CFO •K13.3eGO CF 14 a •G14.0.9 4.6 •G0- D14•FI4Il00 -J2 IWHR •IF 14 .8/4014. 811014011 IN/FR •I44'04 CFO •K14'7600 CF 15 9 •Gl5.0.9 0.] •60'D15'F1SI100'J2 JP" •IFO15>B1661S-815G15C1S IWHR •11S'EI5 CFO •K1S -3600 CF 16 10 =678.0.9 0.2 •00•D16•F76/I00 -J2 IWN2 •IF 18.816016.818 G1e016 Iwm •11e11e CFO •KIB'3600 CF 17 11 =017.0.9 7 •e0•D17'F77 /100'J2 IWW +IF017 >B17G17- B17G /7-C17 IWHR •11TE17 CFO •K17.3800 CF 18 12 •GI8.o.9 7.3 •80'DI8•F18/ 100',12 IN'tiR NF 018.818 G18 -Bt8 G18018 IWW Nt8•E76 CFO •K78.3800 CF 19 13 •GI9.o.9 1 10.6 •60'D19.FI91100 -J2 It" •IF G19.Bt9 G/9.819 Gl9C19 11'" •il9,El9 CFO •K79'3000 CF 20 14 •G20'0.9 11.4 •60'D20•F20/ 100'J2 It" -IF (020 1320G20- 820020-C20 IWFR •120'E20 - CFO •K2013600 CF 21 15 •G21.0.9 10.4 •60'D21'F21/ 100'J2 INIM •IF 21.821 G21 -821 021 -21 IWW •121•E21 CFO •K21.3e00 CF 22 16 •022.0.9 8.5 •60'D22•F22/ 100'J2 ItYFR +IF G22.822 022. 822 022-22 IWHR •122•E22 CFO •K22'3600 CF 3 17 •023'D.9 1.4 •00'D23'F23/ 100 -J2 IMM _ •IF 023.823 023.82] 023-23 - IWW •123'E23 CFO •K23.3800 CF 24 18 •024'0.9 1.9 •80.024•F24I 100•,1 IW1R •1F 024 >B21 0244324 034 -24 IWHR •124'E24 CFO •K243800 CF 25 19 •023.0.9 1.3 •60'D25'F251 100•J2 INIM -IF (025. B25 G2S -523 625-26 IN/ HR •t2S'E2S CFO •K2S'3600 CF 26 20 •028'0.9 1.2 GO- D26- F28 /lG0'J2 (: •IFG28.82602"26026C26 IWHR •128'E2e CFO •K26.3600 CF 27 21 •G27.0.9 1.1 •60•D27'F27/ 100'J2 INA R •IF G27.B27 G27 -B27 G27 -2 IWHR •127'E27 CFO •K27'3800 CF 26 22 •G28.0.9 1 •80.028•F281 100'J2 1WFR •IF G28 >B2e G26432e 02e -C2e IWHR •128'E28 - CFO •K28'3000 CF 29 23 •G"*O.9 0.9 •00'D29•F29I100 -J2 IWHR •IF 029 >829.G2CB29 G29 -C29 IWHR •129'E29 CFO •K2913600 CF 30 24 =030.0.9 IN/FR •SLM 7:130 IWHR CFO • CF 31 _ •SLPA F7:F30 •St.M 07:030 ItYFR IWt91 •BLM 7:K30 - CFO •SLM 7:M30 CF 32 33-- -_- 34 �. -_ _ STORM _ -_ •AfJ1 - Cf 35 36 143. SAXON ENGINEERING SERVICES A30 CALLS SOMBRA SUITE "A2" '4 CLENENTE, CA. 92673 iONE: (949) 366-2180 L A)L, of �j Or - 5 ,mot rczk (Je, JOB NO. SHEET NO. CALCULATED BY: E S DATE: CHECKED. BY: DATE: 1 4' bf -,rlr 41'4��t -LD 2.1) -I!i SAXON ENGINEERING SERVICES JOB NO 1030 CALLE SONIBRA SUITE "A2'' N CLEMENTE, CA: 92673 SHEET NO CALCULATE D BY = DATE = .ONE: (949) 366 - 2180 . CHECKED B DATE Y r (see- 0, 0 -7 C - �F- F,)/S `► = (D'N - 0,0-7)/S4 - 0,001196 F-r ` C- (T /�O ))' ss�- F, Per to 0,232 l5a x,221 21� o, 2 to ? 394 5to 5. -; 570 0.15 Z L30 -7 O r g;0 D.120 �70 O, 11 Z `t :0 0, 04t'� ►t!� o,oSB 1290 0,07 Z-1 L R (See- , r--\ e- F-T 0,1147 C). S 2-70 0'7-11 330 a z D, 2-GI S ► O 0,2_41 o. a -75-0 0,19 I OS 132 -70 0. 0.1 No 2.q Loss Lqe— CrA 1(-s, — 1q. 4 54'ar^-\ s- e. As 3 +L I-LA. (See- P3, 1 1)) L 2, is- 7Z �c�,2� d i� /SCI O,OD2,S FT T., FT �O 6R 9D Ll 2-6 -4 0s, 'D 0 0133%5 110 S, -74 o,310 s 0, 21 690 0, 260 g10 E'� 0 93O ID. �90 D. ICI L i/OSO 0, 120 1/110 I-10 li 350 01140 (D Al 100 FREQUENCY UNIT TIME PERIOD (MIN) 60 24 HR STORM- 60 MIN. TIME PERIOD RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PER(OO LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN % RAIN (IN /HRI RAIN (IN /HRI FLOW (CFSI VOLUME (undev) (PLATE E5.6) (PLATE E5.9) 1 0.243 0.0432 4 0.58 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0028 CFS 10.0 CF 2 0.232 0.0468 4 0.58 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0030 CFS 10.9 CF 3 0.221 0.0648 4 0.58 1.80 0.0720 IN /HR 0.0072 IN /HR 0.0042 CFS 15.0 CF 4 0.21 0.0756 4 0.58 2.10 0.0840 IN /HR 0.0084 IN /HR 0.0049 CFS 17.5 CF 5 0.199 0.1008 4 0.58 2.80 0.1120 IN /HR 0.0112 IN /HR 0.0065 CFS 23.4 CF 6 0.189 0.1044 4 0.58 2.90 0.1160 IN /HR 0.0116 IN /HR 0.0067 CFS 24.2 CF 7 0.179 0.1368 4 0.58 3.80 0.1520 IN /HR 0.0152 IN /HR 0.0088 CFS 31.7 CF 8 0.17 0.1656 4 0.58 4.60 0.1840 IN /HR 0.0140 IN /HR 0.0081 CFS 29.2 CF 9 0.161 0.2268 4 0.58 6.30 0.2520 IN /HR 0.0910 IN /HR 0.0528 CFS 190.0 CF 10 0.152 0.2952 4 0.58 8.20 0.3280 IN /HR 0.1760 IN /HR 0.1021 CFS 367.5 CF 11 0.143 0.2520 4 0.58 7.00 0.2800 IN /HR 0.1370 IN /HR 0.0795 CFS 286.1 CF 12 0.135 0.2628 4 0.58 7.30 0.2920 IN /HR 0.1570 IN /HR 0.0911 CFS 327.8 CF 13. 0.127 0.3888 4 0.58 10.80 0.4320 IN /HR 0.3050 IN /HR 0.1769 CFS 636.8 CF 14 0.12 0.4104 4 0.58 11.40 0.4560 IN /HR 0.3360 IN /HR 0.1949 CFS 701.6 CF 15 0.112 0.3744 4 0.58 10.40 0.4160 IN /HR 0.3040 IN /HR 0.1763 CFS 634.8 CF 16 0.106 0.3060 4 0.58 8.50 0.3400 IN /HR 0.2340 IN /HR 0.1357 CFS 488.6 CF 17 0.099 0.0504 4 0.58 1.40 0.0560 IN /HR 0.0056 IN /HR 0.0032 CFS 11.7 CF 18 0.094 0.0684 4 0.58 1.90 0.0760 IN /HR 0.0076 IN /HR 0.0044 CFS 15.9 CF 19 0.088 0.0468 4 0.58 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0030 CFS 10.9 CF 20 0.083 0.0432 4 0.58 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0028 CFS 10.0 CF 21 0.079 0.0396 4 0.58 1.10 0.0440 IN /HR 0.0044 IN /HR 0.0026 CFS 9.2 CF 22 0.075 0.0360 4 0.58 1.00 0.0400 IN /HR 0.0040 IN /HR 0.0023 CFS 8.4 CF 23 0.072 0.0324 4 0.58 0.90 0.0360 IN /HR 0.0036 IN /HR 0.0021 CFS 7.5 CF 24 0.07 0.0288 4 0.58 0.80 0.0320 IN /HR 0.0032 IN /HR 0.0019 CFS 6.7 CF 100 4.0 IN /HR 1.9 IN /HR 1.0765 CFS 3,875.3 CF STORAGE VOLUME REQUIRED= 3,875.3 CF E�I Al 100 FREQUENCY 6 HR STORM- 15 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA STORM EFFECTWE RUNOFF (PLATE E5.4) PATTERN % 1 0.14 0.1530 2.5 0.58 2 0.14 0.1710 2.5 0.58 3 0.14 0.1890 2.5 0.58 4 0.14 0.1980 2.5 0.58 5 0.14 0.2160 2.5 0.58 6 0.14 0.2160 2.5 0.58 7 0.14 0.2160 2.5 0.58 8 0.14 0.2250 2.5 0.58 9 0.14 0.2340 2.5 0.58 10 0.14 0.2430 2.5 0.58 11 0.14 0.2520 2.5 0.58 12 0.14 0.2700 2.5 0.58 13 0.14 0.2880 2.5 0.58 14 0.14 0.3240 2.5 0.58 15 0.14 0.3870 2.5 0.58 16 0.14 0.4230 2.5 0.58 17 0.14 0.4860 2.5 0.58 18 0.14 0.5580 2.5 0.58 19 0.14 0.6210 2.5 0.58 20 0.14 0.6750 2.5 .0.58 21 0.14 0.9540 2.5 0.58 22 0.14 1.3050 2.5 0.58 23 0.14 0.3060 2.5 0.58 24 0.14 0.0900 2.5 0.58 STORAGE VOLUME REQUIRED= 3,492.2 CF UNIT TIME PERIOD (MIN) 15 RAINFALL STORM EFFECTWE RUNOFF RUNOFF PATTERN % RAIN (IN /HR) RAIN (IN /HRI FLOW (CFS) VOLUME (dev) (PLATE E5.9) 1.70 0.1700 IN /HR 0.0300 IN/HR 0.0174 CFS 15.7 CF 1.90 0.1900 IN /HR 0.0500 IN /HR 0.0290 CFS 26.1 CF 2.10 0.2100 IN /HR 0.0700 IN /HR 0.0406 CFS 36.5 CF 2.20 0.2200 IN /HR 0.0800 IN /HR 0.0464 CFS 41.8 CF 2.40 0.2400 IN /HR 0.1000 IN /HR 0.0580 CFS 52.2 CF 2.40 0.2400 IN /HR 0.1000 IN /HR 0.0580 CFS 52.2 CF 2.40 0.2400 IN /HR 0.1000 IN /HR 0.0580 CFS 52.2 CF 2.50 0.2500 IN /HR 0.1100 IN /HR 0.0638 CFS 57.4 CF 2.60 0.2600 IN /HR 0.1200 IN /HR 0.0696 CFS 62.6 CF 2.70 0.2700 IN /HR 0.1300 IN /HR 0.0754 CFS 67.9 CF 2.80 0.2800 IN /HR 0.1400 IN /HR 0.0812 CFS 73.1 CF 3.00 0.3000 IN /HR 0.1600 IN /HR 0.0928 CFS 83.5 CF 3.20 0.3200 IN /HR 0.1800 IN /HR 0.1044 CFS 94.0 CF 3.60 0.3600 IN /HR 0.2200 IN /HR 0.1276 CFS 114.8 CF 4.30 0.4300 IN /HR 0.2900 IN /HR 0.1682 CFS 151.4 CF 4.70 0.4700 IN /HR 0.3300 IN /HR 0.1914 CFS 172.3 CF 5.40 0.5400 IN /HR 0.4000 IN /HR 0.2320 CFS 208.8 CF 6.20 0.6200 IN /HR 0.4800 IN /HR 0.2784 CFS 250.6 CF 6.90 0.6900 IN /HR 0.5500 IN /HR 0.3190 CFS 287.1 CF 7.50 0.7500 IN /HR 0.6100 IN /HR 0.3538 CFS 318.4 CF 10.60 1.0600 IN /HR 0.9200 IN /HR 0.5336 CFS 480.2 CF 14.50 1.4500 IN /HR 1.3100 IN /HR 0.7598 CFS 683.8 CF 3.40 0.3400 IN /HR 0.2000 IN /HR 0.1160 CFS 104.4 CF 1.00 0.1000 IN /HR 0.0100 IN /HR 0.0058 CFS 5_2 CF 100 10.0 IN /HR 6.7 IN /HR 3.8802 CFS 3,492.2 CF STORAGE VOLUME REQUIRED= 3,492.2 CF Al 100 FREQUENCY 3 HR STORM- 10 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.2) UNIT TIME PERIOD (MIN) RAINFALL STORM EFFECTIVE AREA PATTERN y. RAIN (IN /HRI RAIN (IN /HRI (PLATE E5.9) 1 0.14 0.2808 2.00 0.58 2 0.14 0.2808 2.00 0.58 3 0.14 0.3564 2.00 0.58 4 0.14 0.3564 2.00 0.58 5 0.14 0.3564 2.00 0.58 6 0.14 0.3672 2.00 0.58 7 0.14 0.4752 2.00 0.58 8 0.14 0.4536 2.00 0.58 9 0.14 0.5724 2.00 0.58 10 0.14 0.5508 2.00 0.58 11 0.14 0.6912 2.00 0.58 12 0.14 0.6372 2.00 0.58 13 0.14 0.7884 2.00 0.58 14 0.14 0.9180 2.00 0.58 15 0.14 1.5228 2.00 0.58 16 0.14 1.5228 2.00 0.58 17 0.14 0.4104 2.00 0.58 18 0.14 0.2592 2.00 0.58 10 RUNOFF RUNOFF FLOW (CFSI VOLUME (dev) 2.60 0.3120 IN /HR 0.1720 IN /HR 0.0998 CFS 59.9 CF 2.60 0.3120 IN /HR 0.1720 IN /HR 0.0998 CFS 59.9 CF 3.30 0.3960 IN /HR 0.2560 IN /HR 0.1485 CFS 89.1 CF 3.30 0.3960 IN /HR 0.2560 IN /HR 0.1485 CFS 89.1 CF 3.30 0.3960 IN /HR 0.2560 IN /HR 0.1485 CFS 89.1 CF 3.40 0.4080 IN /HR 0.2680 IN /HR 0.1554 CFS 93.3 CF 4.40 0.5280 IN /HR 0.3880 IN /HR 0.2250 CFS 135.0 CF 4.20 0.5040 IN /HR 0.3640 IN /HR 0.2111 CFS 126.7 CF 5.30 0.6360 IN /HR 0.4960 IN /HR 0.2877 CFS 172.6 CF 5.10 0.6120 IN /HR 0.4720 IN /HR 0.2738 CFS 164.3 CF 6.40 0.7680 IN /HR 0.6280 IN /HR 0.3642 CFS 218.5 CF 5.90 0.7080 IN /HR 0.5680 IN /HR 0.3294 CFS 197.7 CF 7.30 0.8760 IN /HR 0.7360 IN /HR 0.4269 CFS 256.1 CF 8.50 1.0200 IN /HR 0.8800 IN /HR 0.5104 CFS 306.2 CF 14.10 1.6920 IN /HR 1.5520 IN /HR 0.9002 CFS 540.1 CF 14.10 1.6920 IN /HR 1.5520 IN /HR 0.9002 CFS 540.1 CF 3.80 0.4560 IN /HR 0.3160 IN /HR 0.1833 CFS 110.0 CF 2.40 0.2880 IN /HR 0.1480 IN /HR 0.0858 CFS 51.5 CF 100 12.00 IN /HR 9.48 IN /HR 5.4984 CFS 3,299.0 CF STORAGE VOLUME REQUIRED= 3,299.0 CF <-- N �J A2 100 FREQUENCY UNIT TIME PERIOD (MIN) 60 24 HR STORM- 60 MIN. TIME PERIOD RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN %, RAIN (IN /HR RAIN IIN /HRI FLOW (CFS) VOLUME /undev) (PLATE E5.6) (PLATE E5.9) 1 0.364 0.0432 4 1.55 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0074 CFS 26.8 CF 2 0.347 0.0468 4 1.55 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0081 CFS 29.0 CF 3 0.331 0.0648 4 1.55 1.80 0.0720 IN /HR 0.0072 IN /HR 0.0112 CFS 40.2 CF 4 0.315 0.0756 4 1.55 2.10 0.0840 IN /HR 0.0084 IN /HR 0.0130 CFS 46.9 CF 5 0.299 0.1008 4 1.55 2.80 0.1120 IN /HR 0.0112 IN /HR 0.0174 CFS 62.5 CF 6 0.284 0.1044 4 1.55 2.90 0.1160 IN /HR 0.0116 IN /HR 0.0180 CFS 64.7 CF 7 0.269 0.1368 4 1.55 3.80 0.1520 IN /HR 0.0152 IN /HR 0.0236 CFS 84.8 CF 8 0.255 0.1656 4 1.55 4.60 0.1840 IN /HR 0.0184 IN /HR 0.0285 CFS 102.7 CF 9 0.241 0.2268 4 1.55 6.30 0.2520 IN /HR 0.0110 IN /HR 0.0171 CFS 61.4 CF 10 0.228 0.2952 4 1.55 8.20 0.3280 IN /HR 0.1000 IN /HR 0.1550 CFS 558.0 CF 11 0.215 0.2520 4 1.55 7.00 0.2800 IN /HR 0.0650 IN /HR 0.1008 CFS 362.7 CF 12 0.202 0.2628 4 1.55 7.30 0.2920 IN /HR 0.0900 IN /HR 0.1395 CFS 502.2 CF 13 0.191 0.3888 4 1.55 10.80 0.4320 IN /HR 0.2410 IN /HR 0.3736 CFS 1,344.8 CF 14 0.179 0.4104 4 1.55 11.40 0.4560 IN /HR 0.2770 IN /HR 0.4294 CFS 1,545.7 CF 15 0.169 0.3744 4 1.55 10.40 0.4160 IN /HR 0.2470 IN /HR 0.3829 CFS 1,378.3 CF 16 0.159 0.3060 4 1.55 8.50 0.3400 IN /HR 0.1810 IN /HR 0.2806 CFS 1,010.0 CF 17 0.149 0.0504 4 1.55 1.40 0.0560 IN /HR 0.0056 IN /HR 0.0087 CFS 31.2 CF 18 0.14 0.0684 4 1.55 1.90 0.0760 IN /HR .0.0076 IN /HR 0.0118 CFS 42.4 CF 19 0.132 0.0468 4 1.55 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0081 CFS 29.0 CF 20 0.125 0.0432 4 1.55 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0074 CFS 26.8 CF 21 0.119 0.0396 4 1.55 1.10 0.0440 IN /HR 0.0044 IN /HR 0.0068 CFS 24.6 CF 22 0.113 0.0360 4 1.55 1.00 0.0400 IN /HR 0.0040 IN /HR 0.0062 CFS 22.3 CF 23 0.109 0.0324 4 1.55 0.90 0.0360 IN /HR 0.0036 IN /HR 0.0056 CFS 20.1 CF 24 0.106 0.0288 4 1.55 0.80 0.0320 .IN /HR 0.0032 IN /HR 0.0050 CFS 17.9 CF 100 4.0 IN /HR 1.3 IN /HR 2.0652 CFS 7,434.8 CF STORAGE VOLUME REQUIRED= 7,434.8 CF A2 100 FREQUENCY 6 HR STORM- 15 TIME PERIOD EP RIOD LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN % RAIN (IN /HR) RAIN IIN/HR) (PLATE E5.4) VOLUME (dev) 1 0.21 0.1530 2.5 1.55 2 0.21 0.1710 2.5 1.55 3 0.21 0.1890 2.5 1.55 4 0.21 0.1980 2.5 1.55 5 0.21 0.2160 2.5 1.55 6 0.21 0.2160 2.5 1.55 7 0.21 0.2160 2.5 1.55 8 0.21 0.2250 2.5 1.55 9 0.21 0.2340 2.5 1.55 10 0.21 0.2430 2.5 1.55 11 0.21 0.2520 2.5 1.55 12 0.21 0.2700 2.5 1.55 13 0.21 0.2880 2.5 1.55 14 0.21 0.3240 2.5 1.55 15 0.21 0.3870 2.5 1.55 16 0.21 0.4230 2.5 1.55 17 0.21 0.4860 2.5 1.55 18 0.21 0.5580 2.5 1.55 19 0.21 0.6210 2.5 1.55 20 0.21 0.6750 2.5 1.55 21 0.21 0.9540 2.5 1.55 22 0.21 1.3050 2.5 1.55 23 0.21 0.3060 2.5 1.55 24 0.21 0.0900 2.5 1.55 UNIT TIME PERIOD (MIN) 15 RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PATTERN % RAIN (IN /HR) RAIN IIN/HR) FLOW ICFS) VOLUME (dev) (PLATE E5.9) 1.70 0.1700 IN /HR 0.0170 IN /HR 0.0264 CFS 23.7 CF 1.90 0.1900 IN /HR 0.0190 IN /HR 0.0295 CFS 26.5 CF 2.10 0.2100 IN /HR 0.0210 IN /HR 0.0326 CFS 29.3 CF 2.20 0.2200 IN /HR 0.0100 IN /HR 0.0155 CFS 14.0 CF 2.40 0.2400 IN /HR 0.0300 IN /HR 0.0465 CFS 41.9 CF 2.40 0.2400 IN /HR 0.0300 IN /HR 0.0465 CFS 41.9 CF 2.40 0.2400 IN /HR 0.0300 IN /HR 0.0465 CFS 41.9 CF 2.50 0.2500 IN /HR 0.0400 IN /HR 0.0620 CFS 55.8 CF 2.60 0.2600 IN /HR 0.0500 IN /.HR 0.0775 CFS 69.8 CF 2.70 0.2700 IN /HR 0.0600 IN /HR 0.0930 CFS 83.7 CF 2.80 0.2800 IN /HR 0.0700 IN /HR 0.1085 CFS 97.7 CF 3.00 0.3000 IN /HR 0.0900 IN /HR 0.1395 CFS 125.6 CF 3.20 0.3200 IN /HR 0.1100 IN /HR 0.1705 CFS 153.5 CF 3.60 0.3600 IN /HR 0.1500 IN /HR 0.2325 CFS 209.3 CF 4.30 0.4300 IN /HR 0.2200 IN /HR 0.3410 CFS 306.9 CF 4.70 0.4700 IN /HR 0.2600 IN /HR 0.4030 CFS 362.7 CF 5.40 0.5400 IN /HR 0.3300 IN /HR 0.5115 CFS 460.4 CF 6.20 0.6200 IN /HR 0.4100 IN /HR 0.6355 CFS 572.0 CF 6.90 0.6900 IN /HR 0.4800 IN /HR 0.7440 CFS 669.6 CF 7.50 0.7500 IN /HR 0.5400 WHIR 0.8370 CFS 753.3 CF 10.60 1.0600 IN /HR 0.8500 IN /HR 1.3175 CFS 1,185.8 CF 14.50 1.4500 IN /HR 1.2400 IN /HR 1.9220 CFS 1,729.8 CF 3.40 0.3400 IN /HR 0.1300 IN /HR 0.2015 CFS 181.4 CF 1.00 0.1000 IN /HR 0.0100 IN /HR 0.0155 CFS 14.0 CF 100 10.0 IN /HR 5.2 IN /HR 8.0554 CFS 7,249.8 CF STORAGE VOLUME REQUIRED= 7,249.8 CF SAXON ENGINEERING SERVICES JOB NO. IS'- 2-9 "10 CALLE SOMBRA SUITE "A2" SHEET NO. 1 CLEMENTE; CA 92673 CALCULATED BY: E T DATE: LONE: (949) 366 -2180 CHECKED BY: DATE: Arc,, (s - / 1 \/C!. (ff, N AD -718 I, 3 X, IIt�,Q 2,553 n, 0 Z1 D k5' I'D L 1 S, j � r L e tt 1' i -x \Zn T s,� To 0 e r norea�� S , n(� ' "'r'q — Z.0 C `J I VT., r IJI ul 3 1 CL (' o I V/NK Ll � z -j 3 1 ('? - el 2 , it CALCULATED CHECKED BX DATE r IJI ul 3 1 CL (' o I V/NK Ll � z -j 3 1 ('? - el 2 , it 0-70 1 D-�O r IJI ul 3 1 CL (' o I V/NK Ll � z -j 3 1 ('? - el 2 , it EERING SERVICES JOB NO. S� l � Z 225 I 1 l) 2824 + -� -70 1 Hi 0 L-I 5 33R 63S- 11 1� Y7 3, 0.sv E o X I 339 6 3-� 5, o w3 So3Jr- n T �7D CS, -T,rr, (_3 r) h 1) BDo S. k; '� ( �,r� 3DO G 339 6 3-� 5, o w3 So3Jr- JOE i A\14, Ave" C��} 20,3 goo i � i�trFt� � sin V e Ts, 1 -± j ES DATE f x DATE { f C-J,) V !, o ` 103 Ito ' qoo I(D �= 1,28 S (9 c ,, S-4 SAXON ENGINEERING SERVICES 9 cALLE somBRA surrE A2" -6 CLEMENTE, CA. 92673 _LONE: (949).366 -2180 �4b ra, +o Ito JOB NO. fn -7 19 SHEET NO. CALCULATED BY: EE DATE: CHECKED BY: DATE: 0.71 3 Dos, 11,318 --'-) q 0 r e e- c yoi,(�. Ell cj :TAP. -z s q0 sr, R rr. r c4 SAXON ENGINEERING SERVICES 10 CALLE SON[BRA SUITE "A2- -S CLEMENTE, CA- 92673 !ONE: (949) 3616-2180 .S40 11% 1 e- its, JOB NO. 16 -715 SHEET NO. CALCULATED BY: G J DATE: .CHECKED BY: DATE: H Av lnir'lval-Ufl) Vol, (411fll) 10 2- 9 Y� S fs CS, TI P, 3 ID f, � IS I T tSo s� (-� � -7 33 z. 3j yon. 6'r. 4rCj-1 �A-N CC, ji 'tl '15 S fs se Arest A V Are cA CS , rl Vm l+ trvA �40 ( Is- w 1� Are (L. �r- 3 93 L4 G IS-0 7 3 OLH fOf FAl I A44i s4 FJ I AR;�r 1 0 . 7-,-L!"= 5Rqc.F, 799 ROCS, i= r �c.L �A J g tA ArCA ��A A (� v °1��r1 j -1269 32LD U H Zs ID . P 34oG,s, �r Ac � v - , A�(z,0 -Tn�r/a)A Vol, (C-, P) I1�,5 Hle12 58 3 x .� g 3 913 1 I GI' s (f '0 to L (,�0 1 ID , � �� +� 58 2 L21, 5 l��o& 209's. � � � _ �. Ogg 22, ll I] 158. /— C= �/ SoZ(,P. I � 1 121 L. 2-4 3 c �� vo t k f f lot l' —),2Zdcl.,tj SAXON ENGINEERING SERVICES.` 1030 CALLE S&okA' SUITE "A2" V`ClEMENTE, CA:�:926Z3 "; JNE _(949) 366 771W, j ' 4 �r Ac � v - , A�(z,0 -Tn�r/a)A Vol, (C-, P) I1�,5 Hle12 58 3 x .� g 3 913 1 I GI' s (f '0 to L (,�0 1 ID , � �� +� 58 2 L21, 5 l��o& 209's. � � � _ �. Ogg 22, ll I] 158. /— C= �/ SoZ(,P. 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STORM DRAIN & CATCH BASIN HYDRAULIC CALCULATIONS A2 100 FREQUENCY 3 HR STORM- 10 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.2) UNIT TIME PERIOD (MIN) RAINFALL STORM AREA PATTERN : RAIN (IN/HR) (PLATE E5.9) 1 0.21 0.2808 2.00 1.55 2 0.21 0.2808 2.00 1.55 3 0.21 0.3564 2.00 1.55 4 0.21 0.3564 2.00 1.55 5 0.21 0.3564 2.00 1.55 6 0.21 0.3672 2.00 1.55 7 0.21 0.4752 2.00 1.55 8 0.21 0.4536 2.00 1.55 9 0.21 0.5724 2.00 1.55 10 0.21 0.5508 2.00 1.55 11 0.21 0.6912 2.00 1.55 12 0.21 0.6372 2.00 1.55 13 0.21 0.7884 2.00 1.55 14 0.21 0.9180 2.00 1.55 15 0.21 1.5228 2.00 1.55 16 0.21 1.5228 2.00 1.55 17 0.21 0.4104 2.00 1.55 18 0.21 0.2592 2.00 1.55 2.60 2.60 3.30 3.30 3.30 3.40 4.40 4.20 5.30 5.10 6.40 5.90 7.30 8.50 14.10 14.10 3.80 2.40 100 0.3120 IN /HR 0.3120 IN /HR 0.3960 IN /HR 0.3960 IN /HR 0.3960 IN /HR 0.4080 IN/HR 0.5280 IN /HR 0.5040 IN /HR 0.6360 IN /HR 0.6120 IN /HR 0.7680 IN /HR 0.7080 IN /HR 0.8760 IN /HR 1.0200 IN/HR 1.6920 IN/HR 1.6920 IN /HR 0.4560 IN /HR 0.2880 IN /HR 12.00 IN /HR STORAGE VOLUME REQUIRED= EFFECTIVE RAIN (IN /HR) 10 0.1020 IN /HR 0.1020 IN /HR 0.1860 IN/HR 0.1860 IN /HR 0.1860 IN /HR 0.1980 IN /HR 0.3180 IN /HR 0.2940 IN /HR 0.4260 IN /HR 0.4020 IN /HR 0.5580 IN /HR 0.4980 1N /HR 0.6660 IN /HR 0.8100 IN /HR 1.4820 IN/HR 1.4820 IN /HR 0.2460 IN /HR 0.0780 IN /HR 8.22 IN /HR RUNOFF FLOW (CFS) 0.1581 CFS 0.1581 CFS 0.2883 CFS 0.2883 CFS 0.2883 CFS 0.3069 CFS 0.4929 CFS 0.4557 CFS 0.6603 CFS 0.6231 CFS 0.8649 CFS 0.7719 CFS 1.0323 CFS 1.2555 CFS 2.2971 CFS 2.2971 CFS 0.3813 CFS 0.1209 CFS 12.7410 CFS 7,644.6 CF <t- q 0 v (-! ns RUNOFF VOLUME Idev) 94.9 CF 94.9 CF 173.0 CF 173.0 CF 173.0 CF 184.1 CF L_g�•)G'�t C �3 295.7 CF 273.4 CF 396.2 CF 373.9 CF 518.9 CF 463.1 CF 31 i 619.4 CF 753.3 CF 1,378.3 CF 1,378.3 CF 228.8 CF 72.5 CF 7,644.6 CF w O A3 100 FREQUENCY UNIT TIME PERIOD (MIN) 24 HR STORM- 60 MIN. TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.6) .e RAINFALL STORM EFFECTIVE RUNOFF RUNOFF AREA PATTERN %. MAIN (IN/HR) RAIN (IN /HRI FLOW (CFS) VOLUME (undev) (PLATE E5.8) 1 0.468 0.0432 4 4.94 2 0.447 0.0468 4 4.94 3 0.426 0.0648 4 4.94 4 0.405 0.0756 4 4.94 5 0.385 0.1008 4 4.94 6 0.365 0.1044 4 4.94 7 0.346 0.1368 4 4.94 8 0.328 0.1656 4 4.94 9 0.31 0.2268 4 4.94 10 0.293 0.2952 4 4.94 11 0.276 0.2520 4 4.94 12 0.26 0.2628 4 4.94 13 0.245 0.3888 4 4.94 14 0.231 0.4104 4 4.94 15 0.217 0.3744 4 4.94 16 0.204 0.3060 4 4.94 17 0.192 0.0504 4 4.94 18 0.18 0.0684 4 4.94 19 0.17 0.0468 4 4.94 20 0.161 0.0432 4 4.94 21 0.152 0.0396 4 4.94 22 0.145 0.0360 4 4.94 23 0.14 0.0324 4 4.94 24 0.136 0.0288 4 4.94 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0237 CFS 85.4 CF 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0257 CFS 92.5 CF 1.80 0.0720 IN /HR 0.0072 IN /HR 0.0356 CFS 128.0 CF 2.10 0.0840 IN /HR 0.0084 IN /HR 0.0415 CFS 149.4 CF 2.80 0.1120 IN /HR 0.0112 IN /HR 0.0553 CFS 199.2 CF 2.90 0.1160 IN /HR 0.0116 IN /HR 0.0573, CFS 206.3 CF 3.80 0.1520 IN /HR 0.0152 IN /HR 0.0751 CFS 270.3 CF 4.60 0.1840 IN /HR 0.0184 IN /HR 0.0909 CFS 327.2 CF 6.30 0.2520 IN /HR 0.0252 IN /HR 0.1245 CFS 448.2 CF 8.20 0.3280 IN /HR 0.0350 IN /HR 0.1729 CFS 622.4 CF 7.00 0.2800 IN /HR 0.0040 IN /HR 0.0198 CFS 71.1 CF 7.30 0.2920 IN /HR 0.0320 IN /HR 0.1581 CFS 569.1 CF 10.80 0.4320 IN /HR 0.1870 IN /HR 0.9238 CFS 3,325.6 CF 11.40 0.4560 IN /HR 0.2250 IN /HR 1.1115 CFS 4,001.4 CF 10.40 0.4160 IN /HR 0.1990 IN /HR 0.9831 CFS 3,539.0 CF 8.50 0.3400 IN /HR 0.1360 IN /HR 0.6718 CFS 2,418.6 CF 1.40 0.0560 IN /HR 0.0056 IN /HR 0.0277 CFS 99.6 CF 1.90 0.0760 IN /HR 0.0076 IN /HR 0.0375 CFS 135.2 CF 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0257 CFS 92.5 CF 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0237 CFS 85.4 CF 1.10 0.0440 IN /HR 0.0044 IN /HR 0.0217 CFS 78.2 CF 1.00 0.0400 IN /HR 0.0040 IN /HR 0.0198 CFS 71.1 CF 0.90 0.0360 IN /HR 0.0036 IN /HR 0.0178 CFS 64.0 CF 0.80 0.0320 IN /HR 0.0032 IN /HR 0.0158 CFS 56.9 CF 100 4.0 IN /HR 1.0 IN /HR 4.7602 CFS 17,136.7 CF STORAGE VOLUME REQUIRED= 17,136.7 CF A3 100 FREQUENCY 6 HR STORM- 15 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA STORM EFFECTIVE RUNOFF (PLATE E5.4) PATTERN % 1 0.27 0.1530 2.5 4.94 2 0.27 0.1710 2.5 4.94 3 0.27 0.1890 2.5 4.94 4 0.27 0.1980 2.5 4.94 5 0.27 0.2160 2.5 4.94 6 0.27 0.2160 2:5 4.94 7 0.27 0.2160 2.5 4.94 8 0.27 0.2250 2.5 4.94 9 0.27 0.2340 2.5 4.94 10 0.27 0.2430 2.5 4.94 11 0.27 0.2520 2.5 4.94 12 0.27 0.2700 2.5 4.94 13 0.27 0.2880 2.5 4.94 14 0.27 0.3240 2.5 4.94 15 0.27 0.3870 2.5 4.94 16 0.27 0.4230 2.5 4.94 17 0.27 0.4860 2.5 4.94 18 0.27 0.5580 2.5 4.94 19 0.27 0.6210 2.5 4.94 20 0.27 0.6750 2.5 4.94 21 0.27 0.9540 2.5 4.94 22 0.27 1.3050 2.5 4.94 23 0.27 0.3060 2.5 4.94 24 0.27 0.0900 2.5 4.94 STORAGE VOLUME REQUIRED= 19,291.2 CF w 1" UNIT TIME PERIOD (MIN) 15 RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PATTERN % RAIN (IN/HR) RAIN (IN /HRI FLOW (CFS) VOLUME (dev) (PLATE E5.9) 1.70 0.1700 IN /HR 0.0170 IN /HR 0.0840 CFS 75.6 CF 1.90 0.1900 IN /HR 0.0190 IN /HR 0.0939 CFS 84.5 CF 2.10 0.2100 IN /HR 0.0210 IN /HR 0.1037 CFS 93.4 CF 2.20 0.2200 IN /HR 0.0220 IN /HR 0.1087 CFS 97.8 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.1186 CFS 106.7 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.1186 CFS 106.7 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.1186 CFS 106.7 CF 2.50 0.2500 IN /HR 0.0250 IN /HR 0.1235 CFS 111.2 CF 2.60 0.2600 IN /HR 0.0260 IN /HR 0.1284 CFS 115.6 CF 2.70 0.2700 IN /HR 0.0270 IN /HR 0.1334 CFS 120.0 CF 2.80 0.2800 IN /HR 0.0100 IN /HR 0.0494 CFS 44.5 CF 3.00 0.3000 IN /HR 0.0300 IN /HR 0.1482 CFS 133.4 CF 3.20 0.3200 IN /HR 0.0500 IN /HR 0.2470 CFS 222.3 CF 3.60 0.3600 IN /HR 0.0900 IN /HR 0.4446 CFS 400.1 CF 4.30 0.4300 IN /HR 10.1600 IN /HR 0.7904 CFS 711.4 CF 4.70 0.4700 IN /HR 0.2000 IN /HR 0.9880 CFS 889.2 CF 5.40 0.5400 IN /HR 0.2700 IN /HR 1.3338 CFS 1,200.4 CF 6.20 0.6200 IN /HR 0.3500 IN /HR 1.7290 CFS 1,556.1 CF 6.90 0.6900 IN /HR 0.4200 IN /HR 2.0748 CFS 1,867.3 CF 7.50 0.7500 IN /HR 0.4800 IN /HR 2.3712 CFS 2,134.1 CF 10.60 1.0600 IN /HR 0.7900 IN /HR 3.9026 CFS 3,512.3 CF 14.50 1.4500 IN /HR 1.1800 IN /HR 5.8292 CFS 5,246.3 CF 3.40 0.3400 IN /HR 0.0700 IN /HR 0.3458 CFS 311.2 CF 1.00 0.1000 IN /HR 0.0100 IN /HR 0.0494 CFS 44.5 CF 100 10.0 IN /HR 4.3 IN /HR 21.4347 CFS 19,291.2 CF STORAGE VOLUME REQUIRED= 19,291.2 CF w 1" A3 100 FREQUENCY 3 HR STORM- 10 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.2) UNIT TIME PERIOD (MIN) 10 RAINFALL STORM EFFECTIVE RUNOFF RUNOFF AREA PATTERN •/. RAIN (IN /HR) RAIN (IN/HRI FLOW (CFSI VOLUME (dev) (PLATE E5.9) 1 0.27 0.2808 2.00 4.94 2 0.27 0.2808 2.00 4.94 3 0.27 0.3564 2.00 4.94 4 0.27 0.3564 2.00 4,94 5 0.27 0.3564 2.00 4.94 6 0.27 0.3672 2.00 4,94 7 0.27 0.4752 2.00 4.94 8 0.27 0.4536 2.00 4,94 9 0.27 0.5724 2.00 4.94 10 0.27 0.5508 2.00 4.94 11 0.27 0.6912 2.00 4.94 12 0.27 0.6372 2.00 4.94 13 0.27 0.7884 2.00 4.94 14 0.27 0.9180 2.00 4.94 15 0.27 1.5228 2.00 4.94 16 0.27 1.5228 2.00 4.94 17 0.27 0.4104 2.00 4.94 18 0.27 0.2592 2.00 4.94 2.60 0.3120 IN /HR 0.0420 IN /HR 0.2075 CFS 124.5 CF 2.60 0.3120 IN /HR 0.0420 IN /HR 0.2075 CFS 124.5 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.6224 CFS 373.5 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.6224 CFS 373.5 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.6224 CFS 373.5 CF 3.40 0.4080 IN /HR 0.1380 IN /HR 0.6817 CFS 409.0 CF c _ i -1-78 4.40 0.5280 IN /HR 0.2580 IN /HR 1.2745 CFS 764.7 CF G 4.20 0.5040 IN /HR 0.2340 IN /HR 1.1560 CFS 693.6 CF 5.30 0.6360 IN /HR 0.3660 IN /HR 1.8080 CFS 1,084.8 CF 5.10 0.6120 IN /HR 0.3420 IN /HR 1.6895 CFS 1,013.7 CF 6.40 0.7680 IN /HR 0.4980 IN /HR 2.4601 CFS 1,476.1 CF 5.90 0.7080 IN /HR 0.4380 IN /HR 2.1637 CFS 1,298.2 CF _ 8j < to 7.30 0.8760 IN /HR 0.6060 IN /HR 2.9936 CFS 1,796.2 CF 8.50 1.0200 IN /HR 0.7500 IN /HR 3.7050 CFS 2,223.0 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 7.0247 CFS 4,214.8 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 7.0247 CFS 4,214.8 CF 3.80 0.4560 IN /HR 0.1860 IN /HR 0.9188 CFS 551.3 CF 2.40 0.2880 IN /HR 0.0180 IN /HR 0.0889 CFS 53.4 CF 100 12.00 IN /HR 7.14 IN /HR 35.2716 CFS 21,163.0 CF STORAGE VOLUME REQUIRED= 21,163.0 CF j e C W W A4 100 FREQUENCY UNIT TIME PERIOD (MIN) 24 HR STORM- 60 MIN. TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.6) We RAINFALL STORM EFFECTIVE RUNOFF RUNOFF AREA PATTERN '6 RAIN IINIHRI RAIN (INIHRI FLOW (CFS) VOLUME (undev) (PLATE ES.9) 1 0.468 0.0432 4 4.49 2 0.447 0.0468 4 4.49 3 0.426 0.0648 4 4.49 4 0.405 0.0756 4 4.49 5 0.385 0.1008 4 4.49 6 0.365 0.1044 4 4.49 7 0.346 0.1368 4 4.49 8 0.328 0.1656 4 4.49 9 0.31 0.2268 4 4.49 10 0.293 0.2952 4 4.49 11 0.276 0.2520 4 4.49 12 0.26 0.2628 4 4.49 13 0.245 0.3888 4 4.49 14 0.231 0.4104 4 4.49 15 0.217 0.3744 4 4.49 16 0.204 0.3060 4 4.49 17 0.192 0.0504 4 4.49 18 0.18 0.0684 4 4.49 19 0.17 0.0468 4 4.49 20 0.161 0.0432 4 4.49 21 0.152 0.0396 4 4.49 22 0.145 0.0360 4 4.49 23 0.14 0.0324 4 4.49 24 0.136 0.0288 4 4.49 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0216 CFS 77.6 CF 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0233 CFS 84.1 CF 1.80 0.0720 IN /HR 0.0072 IN /HR 0.0323 CFS 116.4 CF 2.10 0.0840 IN /HR 0.0084 IN /HR 0.0377 CFS 135.8 CF 2.80 0.1120 IN /HR 0.0112 IN /HR 0.0503 CFS 181.0 CF 2.90 0.1160 IN /HR 0.0116 IN /HR 0.0521 CFS 187.5 CF 3.80 0.1520 IN /HR 0.0152 IN /HR 0.0682 CFS 245.7 CF 4.60 0.1840 IN /HR 0.0184 IN /HR 0.0826 CFS 297.4 CF 6.30 0.2520 IN /HR 0.0252 IN /HR 0.1131 CFS 407.3 CF 8.20 0.3280 IN /HR 0.0350 IN /HR 0.1572 CFS 565.7 CF 7.00 0.2800 IN /HR 0.0040 IN /HR 0.0180 CFS 64.7 CF 7.30 0.2920 IN /HR 0.0320 IN /HR 0.1437 CFS 517.2 CF 10.80 0.4320 IN /HR 0.1870 IN /HR 0.8396 CFS 3,022.7 CF 11.40 0.4560 IN /HR 0.2250 IN /HR 1.0103 CFS 3,636.9 CF 10.40 0.4160 IN /HR 0.1990 IN /HR 0.8935 CFS 3,216.6 CF 8.50 0.3400 IN /HR 0.1360 IN /HR 0.6106 CFS 2,198.3 CF 1.40 0.0560 IN /HR 0.0056 IN /HR 0.0251 CFS 90.5 CF 1.90 0.0760 IN /HR 0.0076 IN /HR 0.0341 CFS 122.8 CF 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0233 CFS 84.1 CF 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0216 CFS 77.6 CF 1.10 0.0440 IN /HR 0.0044 IN /HR 0.0198 CFS 71.1 CF 1.00. 0.0400 IN /HR 0.0040 IN /HR 0.0180 CFS 64.7 CF 0.90 0.0360 IN /HR 0.0036 IN /HR 0.0162 CFS 58.2 CF 0.80 0.0320 IN /HR 0.0032 IN /HR 0.0144 CFS 51.7 CF 100 4.0 IN /HR 1.0 IN /HR 4.3266 CFS 15,575.6 CF STORAGE VOLUME REQUIRED= 15,575.6 CF w -c A4 100 FREQUENCY 6 HR STORM- 15 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA STORM EFFECTIVE RUNOFF (PLATE E5.4) PATTERN h 1 0.27 0.1530 2.5 4.49 2 0.27 0.1710 2.5 4.49 3 0.27 0.1890 2.5 4.49 4 0.27 0.1980 2.5 4.49 5 0.27 0.2160 2.5 4.49 6 0.27 0.2160 2.5 4.49 7 0.27 0.2160 2.5 4.49 8 0.27 0.2250 2.5 4.49 9 0.27 0.2340 2.5 4.49 10 0.27 0.2430 2.5 4.49 11 0.27 0.2520 2.5 4.49 12 0.27 0.2700 2.5 4.49 13 0.27 0.2880 2.5 4.49 14 0.27 0.3240 2.5 4.49 15 0.27 0.3870 2.5 4.49 16 0.27 0.4230 2.5 4.49 17 0.27 0.4860 2.5 4.49 18 0.27 0.5580 2.5 4.49 19 0.27 0.6210 2.5 4.49 20 0.27 0.6750 2.5 4.49 21 0.27 0.9540 2.5 4.49 22 0.27 1.3050 2.5 4.49 23 0.27 0.3060 2.5 4.49 24 0.27 0.0900 2.5 4.49 J STORAGE VOLUME REQUIRED= 17,533.9 CF W a UNIT TIME PERIOD (MIN) 15 RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PATTERN h RAIN IIN /HR) RAIN (IN /HR) FLOW (CFS) VOLUME (dev) (PLATE E5.9) 1.70 0.1700 IN /HR 0.0170 IN /HR 0.0763 CFS 68.7 CF 1.90 0.1900 IN /HR 0.0190 IN /HR 0.0853 CFS 76.8 CF 2.10 0.2100 IN /HR 0.0210 IN /HR 0.0943 CFS 84.9 CF 2.20 0.2200 IN /HR 0.0220 IN /HR 0.0988 CFS 88.9 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.1078 CFS 97.0 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.1078 CFS 97.0 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.1078 CFS 97.0 CF 2.50 0.2500 IN /HR 0.0250 IN /HR 0.1123 CFS 101.0 CF 2.60 0.2600 IN /HR 0.0260 IN /HR 0.1167 CFS 105.1 CF 2.70 0.2700 IN /HR 0.0270 IN /HR 0.1212 CFS 109.1 CF 2.80 0.2800 IN /HR 0.0100 IN /HR 0.0449 CFS 40.4 CF 3.00 0.3000 IN /HR 0.0300 IN /HR 0.1347 CFS 121.2 CF 3.20 0.3200 IN /HR 0.0500 IN /HR 0.2245 CFS 202.1 CF 3.60 0.3600 IN /HR 0.0900 IN /HR 0.4041 CFS 363.7 CF 4.30 0.4300 IN /HR 0.1600 IN /HR 0.7184 CFS 646.6 CF 4.70 0.4700 IN /HR 0.2000 IN /HR 0.8980 CFS 808.2 CF 5.40 0.5400 IN /HR 0.2700 IN /HR 1.2123 CFS 1,091.1 CF 6.20 0.6200 IN /HR 0.3500 IN /HR 1.5715 CFS 11414.4 CF 6.90 0.6900 IN /HR 0.4200 IN /HR 1.8858 CFS 1,697.2 CF 7.50 0.7500 IN /HR 0.4800 IN /HR 2.1552 CFS 1,939.7 CF 10.60 1.0600 IN /HR 0.7900 IN /HR 3.5471 CFS 3,192.4 CF 14.50 1.4500 IN /HR 1.1800 IN /HR 5.2982 CFS 4,768.4 CF 3.40 0.3400 IN /HR 0.0700 IN /HR 0.3143 CFS 282.9 CF 1.00 0.1000 IN /HR 0.0100 IN /HR 0.0449 CFS 40.4 CF 100 10,0 IN /HR 4.3 IN /HR 19.4821 CFS 17,533.9 CF STORAGE VOLUME REQUIRED= 17,533.9 CF W a A4 100 FREQUENCY. 3 HR STORM- 10 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.2) UNIT TIME PERIOD (MIN) 10 RAINFALL STORM EFFECTIVE RUNOFF RUNOFF AREA PATTERN Y. RAIN (INIHRI RAIN (INIHRI FLOW (CFSI VOLUME (dev) (PLATE E5.9) 1 0.27 0.2808 2.00 4.49 2 0.27 0.2808 2.00 4.49 3 0.27 0.3564 2.00 4.49 4 0.27 0.3564 2.00 4.49 5 0.27 0.3564 2.00 4.49 6 0.27 0.3672 2.00 4.49 7 0.27 0.4752 2.00 4.49 8 0.27 0.4536 2.00 4.49 9 0.27 0.5724 2.00 4.49 10 0.27 0.5508 2.00 4.49 11 0.27 0.6912 2.00 4.49 12 0.27 0.6372 2.00 4.49 13 0.27 0.7884 2.00 4.49 14 0.27 0.9180 2.00 4.49 15 0.27 1.5228 2.00 4.49 16 0.27 1.5228 2.00 4.49 17 0.27 0.4104 2.00 4.49 18 0.27 0.2592 2.00 4.49 2.60 0.3120 IN /HR 0.0420 IN /HR 0.1886 CFS 113.1 CF 2.60 0.3120 IN /HR 0.0420 IN /HR 0.1886 CFS 113.1 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.5657 CFS 339.4 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.5657 CFS 339.4 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.5657 CFS 339.4 CF 3.40 0.4080 IN /HR 0.1380 IN /HR 0.6196 CFS 371.8 CF (� 4.40 0.5280 IN /HR 0.2580 IN /HR 1.1584 CFS 695.1 CF 4.20 0.5040 IN /HR 0.2340 IN /HR 1.0507 CFS 630.4 CF 5.30 0.6360 IN /HR 0.3660 IN /HR 1.6433 CFS 986.0 CF 5.10 0.6120 IN /HR 0.3420 IN /HR 1.5356 CFS 921.3 CF 6.40 0.7680 IN /HR 0.4980 IN /HR 2.2360 CFS 1,341.6 CF 5.90 0.7080 IN /HR 0.4380 IN /HR 1.9666 CFS '1,180.0 CF 7.30 0.8760 IN /HR 0.6060 IN /HR 2.7209 CFS 1,632.6 CF 8.50 1.0200 IN /HR 0.7500 IN /HR 3.3675 CFS 2,020.5 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 6.3848 CFS 3,830.9 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 6.3848 CFS 3,830.9 CF 3.80 0.4560 IN /HR 0.1860 IN /HR 0.8351 CFS 501.1 CF 2.40 0.2880 IN /HR 0.0180 IN /HR 0.0808 CFS 48.5 CF 100 12.00 IN /HR 7.14 IN /HR 32.0586 CFS 19,235.2 CF STORAGE VOLUME REQUIRED= 19,235.2 CF c M A5 100 FREQUENCY 24 HR STORM- 60 MIN. TIME PERIOD RAINFALL PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN Y• (PLATE E5.6) (PLATE E5.9) 1 0.468 0.0432 4 1.72 2 0.447 0.0468 4 1.72 3 0.426 0.0648 4 1.72 4 0.405 0.0756 4 1.72 5 0.385 0.1008 4 1.72 6 0.365 0.1044 4 1.72 7 0.346 0.1368 4 1.72 8 0.328 0.1656 4 1.72 9 0.31 0.2268 4 1.72 10 0.293 0.2952 4 1.72 11 0.276 0.2520 4 1.72 12 0.26 0.2628 4 1.72 13 0.245 0.3888 4 1.72 14 0.231 0.4104 4 1.72 15 0.217 0.3744 4 1.72 16 0.204 0.3060 4 1.72 17 0.192 0.0504 4 1.72 18 0.18 0.0684 4 1.72 19 0.17 0.0468 4 1.72 20 0.161 0.0432 4 1.72 21 0.152 0.0396 4 1.72 22 0.145 0.0360 4 1.72 23 0.14 0.0324 4 1.72 24 0.136 0.0288 4 1.72 UNIT TIME PERIOD (MIN) STORM EFFECTIVE RAIN (IN /HRI RAIN (IN/HR) .1 RUNOFF RUNOFF FLOW (CFS) VOLUME (undev) 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0083 CFS 29.7 CF 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0089 CFS 32.2 CF 1.80 0.0720 IN /HR 0.0072 IN /HR 0.0124 CFS 44.6 CF 2.10 0.0840 IN /HR 0.0084 IN /HR 0.0144 CFS 52.0 CF 2.80 0.1120 IN /HR 0.0112 IN /HR 0.0193 CFS 69.4 CF 2.90 0.1160 IN /HR 10.0116 IN /HR 0.0200 CFS 71.8 CF 3.80 0.1520 IN /HR 0,0152 IN /HR 0.0261 CFS 94.1 CF 4.60 0.1840 IN /HR 0.0184 IN /HR 0.0316 CFS 113.9 CF 6.30 0.2520 IN /HR 0.0252 IN /HR 0.0433 CFS 156.0 CF 8.20 0.3280 IN /HR 0.0350 IN /HR 0.0602 CFS 216.7 CF 7.00 0.2800 IN /HR 0.0040 IN /HR 0.0069 CFS 24.8 CF 7.30 0.2920 IN /HR 0.0320 IN /HR 0.0550 CFS 198.1 CF 10.80 0.4320 IN /HR 0.1870 IN /HR 0.3216 CFS 1,157.9 CF 11.40 0.4560 IN /HR 0.2250 IN /HR 0.3870 CFS 1,393.2 CF 10.40 0.4160 IN /HR 0.1990 IN /HR 0.3423 CFS 1,232.2 CF 8.50 0.3400 IN /HR 0.1360 IN /HR 0.2339 CFS 842.1 CF 1.40 0.0560 IN /HR 0.0056 IN /HR 0.0096 CFS 34.7 CF 1.90 0.0760 IN /HR 0.0076 IN /HR 0.0131 CFS 47.1 CF 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0089 CFS 32.2 CF 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0083 CFS 29.7 CF 1.10 0.0440 IN /HR 0.0044 IN /HR 0.0076 CFS 27.2 CF 1.00 0.0400 IN /HR . 0.0040 IN /HR 0.0069 CFS 24.8 CF 0.90 0.0360 IN /HR 0.0036 IN /HR 0.0062 CFS 22.3 CF 0.80 0.0320 IN /HR 0.0032 IN /HR 0.0055 CFS 19.8 CF 100 4.0 IN /HR 1.0 IN /HR 1.6574 CFS 5,966.6 CF STORAGE VOLUME REQUIRED = 5,966.6 CF W A5 100 FREQUENCY 6 HR STORM- 15 TIME PERIOD PERT D LOSS RATE LOWLOSS PT RAINFALL AREA STORM EFFECTIVE RUNOFF (PLATE E5.4) PATTERN •/, 1 0.27 0.1530 2.5 1.72 2 0.27 0.1710 2.5 1.72 3 0.27 0.1890 2.5 1.72 4 0.27 0.1980 2.5 1.72 5 0.27 0.2160 2.5 1.72 6 0.27 0.2160 2.5 1.72 7 0.27 0.2160 2.5 1.72 8 0.27 0.2250 2.5 1.72 9 0.27 0.2340 2.5 1.72 10 0.27 0.2430 2.5 1.72 11 0.27 0.2520 2.5 1.72 12 0.27 0.2700 2.5 1.72 13 0.27 0.2880 2.5 1.72 14 0.27 0.3240 2.5 1.72 15 0.27 0.3870 2.5 1.72 16 0.27 0.4230 2.5 1.72 17 0.27 0.4860 2.5 1.72 18 0.27 0.5580 2.5 1.72 19 0.27 0.6210 2.5 1.72 20 0.27 0.6750 2.5 1.72 21 0.27 0.9540 2.5 1.72 22 0.27 1.3050 2.5 1.72 23 0.27 0.3060 2.5 1.72 24 0.27 0.0900 2.5 1.72 STORAGE VOLUME REQUIRED= 6,716.8 CF N. UNIT TIME PERIOD (MIN) 15 RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PATTERN •/, RAIN (IN /HR) RAIN (IN /HR) FLOW (CFS) VOLUME (dev) (PLATE E5.9) 1.70 0.1700 IN /HR 0.0170 IN /HR 0.0292 CFS 26.3 CF 1.90 0.1900 IN /HR 0.0190 IN /HR 0.0327 CFS 29.4 CF 2.10 0.2100 IN /HR 0.0210 IN /HR 0.0361 CFS 32.5 CF 2.20 0.2200 IN /HR 0.0220 IN /HR 0.0378 CFS 34.1 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0413 CFS 37.2 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0413 CFS 37.2 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0413 CFS 37.2 CF 2.50 0.2500 IN /HR 0.0250 IN /HR 0.0430 CFS 38.7 CF 2.60 0.2600 IN /HR 0.0260 IN /HR 0.0447 CFS 40.2 CF 2.70 0.2700 IN /HR 0.0270 IN /HR 0.0464 CFS 41.8 CF 2.80 0.2800 IN /HR 0.0100 IN /HR 0.0172 CFS 15.5 CF 3.00 0.3000 IN /HR 0.0300 IN /HR 0.0516 CFS 46.4 CF 3.20 0.3200 IN /HR 0.0500 IN /HR 0.0860 CFS 77.4 CF 3.60 0.3600 IN /HR 0.0900 IN /HR 0.1548 CFS 139.3 CF 4.30 0.4300 IN /HR 0.1600 IN /HR 0.2752 CFS 247.7 CF 4.70 0.4700 IN /HR 0.2000 IN /HR 0.3440 CFS 309.6 CF 5.40 0.5400 IN /HR 0.2700 IN /HR 0.4644 CFS 418.0 CF 6.20 0.6200 IN /HR 0.3500 IN /HR 0.6020 CFS 541.8 CF 6.90 0.6900 IN /HR 0.4200 IN /HR 0.7224 CFS 650.2 CF 7.50 0.7500 IN /HR 0.4800 IN /HR 0.8256 CFS 743.0 CF 10.60 1.0600 IN /HR 0.7900 IN /HR 1.3588 CFS 1,222.9 CF 14.50 1.4500 IN /HR . 1.1800 IN /HR 2.0296 CFS 1,826.6 CF 3.40 0.3400 IN /HR 0.0700 IN /HR 0.1204 CFS 108.4 CF 1.00 0.1000 IN /HR 0.0100 IN /HR 0.0172 CFS 15.5 CF 100 10.0 IN /HR 4.3 IN /HR 7.4631 CFS 6,716.8 CF STORAGE VOLUME REQUIRED= 6,716.8 CF N. A5 100 FREQUENCY UNIT TIME PERIOD (MIN) 10 3 HR STORM- 10 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.2) RAINFALL STORM EFFECTIVE A AE PATTERN X RAIN (IN /HRI RAIN (IN /HR) (PLATE E5.9) 1 0.27 0.2808 2.00 1.72 2 0.27 0.2808 2.00 1.72 3 0.27 0.3564 2.00 1.72 4 0.27 0.3564 2.00 1.72 5 0.27 0.3564 2.00 1.72 6 0.27 0.3672 2.00 1.72 7 0.27 0.4752 2.00 1.72 8 0.27 0.4536 2.00 1.72 9 0.27 0.5724 2.00 1.72 10 0.27 0.5508 2.00 1.72 11 0.27 0.6912 2.00 1.72 12 0.27 0.6372 2.00 1.72 13 0.27 0.7884 2.00 1.72 14 0.27 0.9180 2.00 1.72 15 0.27 1.5228 2.00 1.72 16 0.27 1.5228 2.00 1.72 17 0.27 0.4104 2.00 1.72 18 0.27 0.2592 2.00 1.72 RUNOFF RUNOFF FLOW (CFS) VOLUME (dev) 2.60 0.3120 IN /HR 0.0420 IN /HR 0.0722 CFS 43.3 CF 2.60 0.3120 IN /HR 0.0420 IN /HR 0.0722 CFS 43.3 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.2167 CFS 130.0 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.2167 CFS 130.0 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.2167 CFS 130.0 CF 3.40 0.4080 IN /HR 0.1380 IN /HR 0.2374 CFS 142.4 CF // n tD 4.40 0.5280 IN /HR 0.2580 IN /HR 0.4438 CFS 266.3 CF 4.20 0.5040 IN /HR 0.2340 IN /HR 0.4025 CFS 241.5 CF 5.30 0.6360 IN /HR 0.3660 IN /HR 0.6295 CFS 377.7 CF 5.10 0.6120 IN /HR 0.3420 IN /HR 0.5882 CFS 352.9 CF 6.40 0.7680 IN /HR 0.4980 IN /HR 0.8566 CFS 513.9 CF 5.90 0.7080 IN /HR 0.4380 IN /HR 0.7534 CFS 452.0 CF Z Z3 7.30 0.8760 IN /HR 0.6060 IN /HR 1.0423 CFS 625.4 CF L 8.50 1.0200 IN /HR 0.7500 IN /HR 1.2900 CFS 774.0 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 2.4458 CFS 1,467.5 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 2.4458 CFS 1,467.5 CF 3.80 0.4560 IN /HR 0.1860 IN /HR 0.3199 CFS 192.0 CF 2.40 0.2880 IN /HR 0.0180 IN /HR 0.0310 CFS 18.6 CF 100 12.00 IN /HR 7.14 IN /HR 12.2808 CFS 7,368.5 CF STORAGE VOLUME REQUIRED= 7,368.5 CF <= 3 V c. vnS W A6 100 FREQUENCY UNIT TIME PERIOD (MIN) 60 24 HR STORM- 60 MIN. TIME PERIOD RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN % RAIN IIN /HR) RAIN (IN/HR) FLOW ICFS) VOLUME lundev) (PLATE E5.6) (PLATE ES.9) 1 0.61 0.0432 4 0.15 1.20 0.0480 1N /HR 0.0048 1N /HR 0.0007 CFS 2.6 CF 2 0.61 0.0468 4 0.15 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0008 CFS 2.8 CF 3 0.61 0.0648 4 0.15 1.80 0.0720 IN /HR 0.0072 IN /HR 0.0011 CFS 3.9 CF 4 0.61 0.0756 4 0.15 2.10 0.0840 IN /HR 0.0084 IN /HR 0.0013 CFS . 4.5 CF 5 0.61 0.1008 4 0.15 2.80 0.1120 IN /HR 0.0112 IN /HR 0.0017 CFS 6.0 CF 6 0.61 0.1044 4 0.15 2.90 0.1160 IN /HR 0.0116 IN /HR 0.0017 CFS 6.3 CF 7 0.61 0.1368 4 0.15 3.80 0.1520 IN /HR 0.0152 IN /HR 0.0023 CFS 8.2 CF 8 0.61 0.1656 4 0.15 4.60 0.1840 IN /HR 0.0184 IN /HR 0.0028 CFS 9.9 CF 9 0.61 0.2268 4 0.15 6.30 0.2520 IN /HR 0.0252 IN /HR 0.0038 CFS 13.6 CF 10 0.61 0.2952 4 0.15 8.20 0.3280 IN /HR 0.0328 IN /HR 0.0049 CFS 17.7 CF 11 0.61 0.2520 4 0.15 7.00 0.2800 IN /HR 0.0280 IN /HR 0.0042 CFS 15.1 CF 12 0.61 0.2628 4 0.15 7.30 0.2920 IN /HR 0.0292 IN /HR 0.0044 CFS 15.8 CF 13 0.61 0.3888 4 0.15 10.80 0.4320 IN /HR 0.0432 IN /HR 0.0065 CFS 23.3 CF 14 0.61 0.4104 4 0.15 11.40 0.4560 IN /HR 0.0456 IN /HR 0.0068 CFS 24.6 CF 15 0.61 0.3744 4 0.15 10.40 0.4160 IN /HR 0.0416 IN /HR 0.0062 CFS 22.5 CF 16 0.61 0.3060 4 0.15 8.50 0.3400 IN /HR 0.0340 IN /HR 0.0051 CFS 18.4 CF 17 0.61 0.0504 4 0.15 1.40 0.0560 IN /HR 0.0056 IN /HR 0.0008 CFS 3.0 CF 18 0.61 0.0684 4 0.15 1.90 0.0760 IN /HR 0.0076 IN /HR 0.0011 CFS 4.1 CF 19 0.61 0.0468 4 0.15 1.30 0.0520 IN /HR 0.0052 1N /HR 0.0008 CFS 2.8 CF 20 0.61 0.0432 4 0.15 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0007 CFS 2.6 CF 21 0.61 0.0396 4 0.15 1.10 0.0440 IN /HR 0.0044 IN /HR 0.0007 CFS 2.4 CF 22 0.61 0.0360 4 0.15 1.00 0.0400 IN /HR 0.0040 IN /HR 0.0006 CFS 2.2 CF 23 0.61 0.0324 4 0.15 0.90 0.0360 IN /HR 0.0036 IN /HR 0.0005 CFS 1.9 CF 24 0.61 0.0288 4 0.15 0.80 0.0320 IN /HR 0.0032 IN /HR 0.0005 CFS 1_7 CF 100 4.0 IN /HR 0.4 IN /HR 0.0600 CFS 216.0 CF STORAGE VOLUME REQUIRED= 216.0 CF r O A6 100 FREQUENCY 6 HR STORM- 15 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA RUNOFF PATTERN % RAIN IIN /HRI (PLATE E5.4) FLOW (CFS) 1 0.61 0.1530 2.5 0.15 2 0.61 0.1710 2.5 0.15 3 0.61 0.1890 2.5 0.15 4 0.61 0.1980 2.5 0.15 5 0.61 0.2160 2.5 0.15 6 0.61 0.2160 2.5 0.15 7 0.61 0.2160 2.5 0.15 8 0.61 0.2250 2.5 0.15 9 0.61 0.2340 2.5 0.15 10 0.61 0.2430 2.5 0.15 11 0.61 0.2520 2.5 0.15 12 0.61 0.2700 2.5 0.15 13 0.61 0.2880 2.5 0.15 14 0.61 0.3240 2.5 0.15 15 0.61 0.3870 2.5 0.15. 16 0.61 0.4230 2.5 0.15 17 0.61 0.4860 2.5 0.15 18 0.61 0.5580 2.5 0.15 19 0.61 0.6210 2.5 0.15 20 0.61 0.6750 2.5 0.15 21 0.61 0.9540 2.5 0.15 22 0.61 1.3050 2.5 0.15 23 0.61 0.3060 2.5 0.15 24 0.61 0.0900 2.5 0.15 UNIT TIME PERIOD (MIN) 15 RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PATTERN % RAIN IIN /HRI RAIN (IN /HR) FLOW (CFS) VOLUME Wev) (PLATE E5.9) 1.70 0.1700 IN /HR 0.0170 IN /HR 0.0026 CFS 2.3 CF 1.90 0.1900 IN /HR 0.0190 IN /HR 0.0029 CFS 2.6 CF 2.10 0.2100 IN /HR . 0.0210 IN /HR 0.0032 CFS 2.8 CF 2.20 0.2200 IN /HR 0.0220 IN /HR 0.0033 CFS 3.0 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0036 CFS 3.2 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0036 CFS 3.2 CF 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0036 CFS 3.2 CF 2.50 0.2500 IN /HR 0.0250 IN /HR 0.0038 CFS 3.4 CF 2.60 0.2600 IN /HR 0.0260 IN /HR 0.0039 CFS 3.5 CF 2.70 0.2700 IN /HR 0.0270 IN /HR 0.0041 CFS 3.6 CF 2.80 0.2800 IN /HR 0.0280 IN /HR 0.0042 CFS 3.8 CF 3.00 0.3000 IN /HR 0.0300 IN /HR 0.0045 CFS 4.1 CF 3.20 0.3200 IN /HR 0.0320 IN /HR 0.0048 CFS 4.3 CF 3.60 0.3600 IN /HR 0.0360 IN /HR 0.0054 CFS 4.9 CF 4.30 0.4300 IN /HR 0.0430 IN /HR 0.0065 CFS 5.8 CF 4.70 0.4700 IN /HR 0.0470 IN /HR 0.0071 CFS 6.3 CF 5.40 0.5400 IN /HR 0.0540 IN /HR 0.0081 CFS 7.3 CF 6.20 0.6200 IN /HR 0.0100 IN /HR 0.0015 CFS 1.4 CF 6.90 0.6900 IN /HR 0.0800 IN /HR 0.0120 CFS 10.8 CF 7.50 0.7500 IN /HR 0.1400 IN /HR 0.0210 CFS 18.9 CF 10.60 1.0600 IN /HR 0.4500 IN /HR 0.0675 CFS 60.8 CF 14.50 1.4500 IN /HR 0.8400 IN /HR 0.1260 CFS 113.4 CF 3.40 0.3400 IN /HR 0.0340 IN /HR 0.0051 CFS 4.6 CF 1.00 0.1000 IN /HR 0.0100 IN /HR 0.0015 CFS 1.4 CF 100 10.0 IN /HR 2.1 IN /HR 0.3095 CFS 278.5 CF STORAGE VOLUME REQUIRED= 278.5 CF h A6 100 FREQUENCY 3 HR STORM- 10 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL PATTERN y RAIN (IN/HR) (PLATE E5.2) 1 0.61 0.2808 2.00 2 0.61 0.2808 2.00 3 0.61 0.3564 2.00 4 0.61 0.3564 2.00 5 0.61 0.3564 2.00 6 0.61 0.3672 2.00 7 0.61 0.4752 2.00 8 0.61 0.4536 2.00 9 0.61 0.5724 2.00 10 0.61 0.5508 2.00 11 0.61 0.6912 2.00 12 0.61 0.6372 2.00 13 0.61 0.7884 2.00 14 0.61 0.9180 2.00 15 0.61 1.5228 2.00 16 0.61 1.5228 2.00 17 0.61 0.4104 2.00 18 0.61 0.2592 2.00 UNIT TIME PERIOD (MIN) STORAGE VOLUME REQUIRED= EFFECTIVE RAIN (INIHRI 10 0.0312 IN /HR 0.0312 IN /HR 0.0396 IN /HR 0.0396 IN /HR 0.0396 IN /HR 0.0408 IN /HR 0.0528 IN /HR 0.0504 IN /HR 0.0260 IN /HR 0.0020 IN /HR 0.1580 IN /HR 0.0980 IN /HR 0.2660 IN /HR 0.4100 IN /HR 1.0820 IN /HR 1.0820 IN /HR 0.0456 IN /HR 0.0288 IN /HR 3.52 IN /HR RUNOFF FLOW (CFS) 0.0047 CFS 0.0047 CFS 0.0059 CFS 0.0059 CFS 0.0059 CFS 0.0061 CFS 0.0079 CFS 0.0076 CFS 0.0039 CFS 0.0003 CFS 0.0237 CFS 0.0147 CFS 0.0399 CFS 0.0615 CFS 0.1623 CFS 0.1623 CFS 0.0068 CFS 0.0043 CFS 0.5285 CFS 317.1 CF RUNOFF VOLUME (dev) . 2.8 CF 2.8 CF 3.6 CF 3.6 CF 3.6 CF 3.7 CF 4.8 CF 4.5 CF 2.3 CF 0.2 CF 14.2 CF 8.8 CF 23.9 CF 36.9 CF 97.4 CF 97.4 CF 4.1 CF 226 CF 317.1 CF N s RAINFALL STORM AREA PATTERN y RAIN (IN/HR) (PLATE E5.9) 0.15 2.60 0.31201N /HR 0.15 2.60 0.3120 IN /HR 0.15 3.30 0.39601N /HR 0.15 3.30 10.3960 1N /HR 0.15 3.30 0.39601N /HR 0.15 3.40 0.40801N /HR 0.15 4.40 0.52801N /HR 0.15 4.20 0.50401N /HR 0.15 5.30 0.63601N /HR 0.15 5.10 0.61201N /HR 0.15 6.40 0.76801N /HR 0.15 5.90 0.70801N /HR 0.15 7.30 0.87601N /HR 0.15 8.50 1.02001N /HR 0.15 14.10 1.6920 IN/HR 0.15 14.10 1.6920 IN/HR 0.15 3.80 0.45601N /HR 0.15 2.40 0.28801N /HR 100 12.00 IN/HR STORAGE VOLUME REQUIRED= EFFECTIVE RAIN (INIHRI 10 0.0312 IN /HR 0.0312 IN /HR 0.0396 IN /HR 0.0396 IN /HR 0.0396 IN /HR 0.0408 IN /HR 0.0528 IN /HR 0.0504 IN /HR 0.0260 IN /HR 0.0020 IN /HR 0.1580 IN /HR 0.0980 IN /HR 0.2660 IN /HR 0.4100 IN /HR 1.0820 IN /HR 1.0820 IN /HR 0.0456 IN /HR 0.0288 IN /HR 3.52 IN /HR RUNOFF FLOW (CFS) 0.0047 CFS 0.0047 CFS 0.0059 CFS 0.0059 CFS 0.0059 CFS 0.0061 CFS 0.0079 CFS 0.0076 CFS 0.0039 CFS 0.0003 CFS 0.0237 CFS 0.0147 CFS 0.0399 CFS 0.0615 CFS 0.1623 CFS 0.1623 CFS 0.0068 CFS 0.0043 CFS 0.5285 CFS 317.1 CF RUNOFF VOLUME (dev) . 2.8 CF 2.8 CF 3.6 CF 3.6 CF 3.6 CF 3.7 CF 4.8 CF 4.5 CF 2.3 CF 0.2 CF 14.2 CF 8.8 CF 23.9 CF 36.9 CF 97.4 CF 97.4 CF 4.1 CF 226 CF 317.1 CF N s A7 100 FREQUENCY 24 HR STORM- 60 MIN. TIME PERIOD RAINFALL PERI D LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN % (PLATE E5.6) (PLATE E5.9) 1 0.468 0.0432 4 1.92 2 0.447 0.0468 4 1.92 3 0.426 0.0648 4 1.92 4 0.405 0.0756 4 1.92 5 0.385 0.1008 4 1.92 6 0.365 0.1044 4 1.92 7 0.346 0.1368 4 1.92 8 0.328 0.1656 4 1.92 9 0.31 0.2268 4 1.92 10 0.293 0.2952 4 1.92 11 0.276 0.2520 4 1.92 12 0.26 0.2628 4 1.92 13 0.245 0.3888 4 1.92 14 0.231 0.4104 4 1.92 15 0.217 0.3744 4 1.92 16 0.204 0.3060 4 1.92 17 0.192 0.0504 4 1.92 18 0.18 0.0684 4 1.92 19 0.17 0.0468 4 1.92 20 0.161 0.0432 4 1.92 21 0.152 0.0396 4 1.92 22 0.145 0.0360 4 1.92 23 0.14 0.0324 4 1.92 24 0.136 0.0288 4 1.92 UNIT TIME PERIOD (MIN) STORM EFFECTIVE RAIN (IN /HRI RAIN (IN /HR) .c RUNOFF RUNOFF FLOW (CFS) VOLUME (undev) 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0092 CFS 33.2 CF 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0100 CFS 35.9 CF 1.80 0.0720 IN /HR 0.0072 IN /HR 0.0138 CFS 49.8 CF 2.10 0.0840 IN /HR 0.0084 IN /HR 0.01.61 CFS 58.1 CF 2.80 0.1120 IN /HR 0.0112 IN /HR 0.0215 CFS 77.4 CF 2.90 0.1160 IN /HR 0.0116 .IN /HR 0.0223 CFS 80.2 CF 3.80 0.1520 IN /HR 0.0152 IN /HR 0.0292 CFS 105.1 CF 4.60 0.1840 IN /HR 0.0184 IN /HR 0.0353 CFS 127.2 CF 6.30 0.2520 IN /HR 0.0252 IN /HR 0.0484 CFS 174.2 CF 8.20 0.3280 IN /HR 0.0350 IN /HR 0.0672 CFS 241.9 CF 7.00 0.2800 IN /HR 0.0040 IN /HR 0.0077 CFS 27.6 CF 7.30 0.2920 IN /HR 0.0320 IN /HR 0.0614 CFS 221.2 CF 10.80 0.4320 IN /HR 0.1870 IN /HR 0.3590 CFS 1,292.5 CF 11.40 0.4560 IN /HR 0.2250 IN /HR 0.4320 CFS 1,555.2 CF 10.40 0.4160 IN /HR 0.1990 IN /HR 0.3821 CFS 1,375.5 CF 8.50 0.3400 IN /HR 0.1360 IN /HR 0.2611 CFS 940.0 CF 1.40 0.0560 IN /HR 0.0056 IN /HR 0.0108 CFS 38.7 CF 1.90 0.0760 IN /HR 0.0076 IN /HR 0.0146 CFS 52.5 CF 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0100 CFS 35.9 CF 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0092 CFS 33.2 CF 1.10 0.0440 IN /HR 0.0044 IN /HR 0.0084 CFS 30.4 CF 1.00 0.0400 IN /HR 0.0040 IN /HR 0.0077 CFS 27.6 CF 0.90 0.0360 IN /HR 0.0036 IN /HR 0.0069 CFS 24.9 CF 0.80 0.0320 IN /HR 0.0032 IN /HR 0.0061 CFS 22.1 CF 100 4.0 IN /HR 1.0 IN /HR 1.8501 CFS 6,660.4 CF STORAGE VOLUME REQUIRED= 6,660.4 CF -C W A7 100 FREQUENCY UNIT TIME PERIOD (MIN) 15 6 HR STORM- 15 TIME PERIOD RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN •/. RAIN (IN /HRI RAIN (INIHRI FLOW (CFS) VOLUME (dev) (PLATE E5.4) (PLATE E5.9) 1 0.27 0.1530 2.5 1.92 1.70 0.1700 IN /HR 0.0170 IN /HR 0.0326 CFS 29.4 CF 2 0.27 0.1710 2.5 1.92 1.90 0.1900 IN /HR 0.0190 IN /HR 0.0365 CFS 32.8 CF 3 0.27 0.1890 2.5 1.92 2.10 0.2100 IN /HR 0.0210 IN /HR 0.0403 CFS 36.3 CF 4 0.27 0.1980 2.5 1.92 2.20 0.2200 IN /HR 0.0220 IN /HR 0.0422 CFS 38.0 CF 5 0.27 0.2160 2.5 1.92 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0461 CFS 41.5 CF 6 0.27 0.2160 2.5 1.92 2.40 0.2400 IN /HR 10.0240 IN /HR 0.0461 CFS 41.5 CF 7 0.27 0.2160 2.5 1.92 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0461 CFS 41.5 CF 8 0.27 0.2250 2.5 1.92 2.50 0.2500 IN /HR 0.0250 IN /HR 0.0480 CFS 43.2 CF 9 0.27 0.2340 2.5 1.92 2.60 0.2600 IN /HR 0.0260 IN /HR 0.0499 CFS 44.9 CF 10 0.27 0.2430 2.5 1.92 2.70 0.2700 IN /HR 0.0270 IN /HR 0.0518 CFS 46.7 CF 11 0.27 0.2520 2.5 1.92 2.80 0.2800 IN /HR 0.0100 IN /HR 0.0192 CFS 17.3 CF 12 0.27 0.2700 2.5 1.92 3.00 0.3000 WHIR 0.0300 IN /HR 0.0576 CFS 51.8 CF 13 0.27 0.2880 2.5 1.92 3.20 0.3200 IN /HR 0.0500 IN /HR 0.0960 CFS 86.4 CF 14 0.27 0.3240 2.5 1.92 3.60 0.3600 IN /HR 0.0900 IN /HR 0.1728 CFS 155.5 CF 15 0.27 0.3870 2.5 1.92 4.30 0.4300 IN /HR 0.1600 IN /HR 0.3072 CFS 276.5 CF 16 0.27 0.4230 2.5 1.92 4.70 0.4700 IN /HR 0.2000 IN /HR 0.3840 CFS 345.6 CF 17 0.27 0.4860 2.5 1.92 5.40 0.5400 IN /HR 0.2700 IN /HR 0.5184 CFS 466.6 CF 18 0.27 0.5580 2.5 1.92 6.20 0.6200 IN /HR 0.3500 IN /HR 0.6720 CFS 604.8 CF 19 0.27 0.6210 2.5 1.92 6.90 0.6900 IN /HR 0.4200 IN /HR 0.8064 CFS 725.8 CF 20 0.27 0.6750 2.5 1.92 7.50 0.7500 IN /HR 0.4800 IN /HR 0.9216 CFS 829.4 CF 21 0.27 0.9540 2.5 1.92 10.60 1.0600 IN /HR 0.7900 IN /HR 1.5168 CFS 1,365.1 CF 22 0.27 1.3050 2.5 1.92 14.50 1.4500 IN /HR 1.1800 IN /HR 2.2656 CFS 2,039.0 CF 23 0.27 0.3060 2.5 1.92 3.40 0.3400 IN /HR 0.0700 IN /HR 0.1344 CFS 121.0 CF 24 0.27 0.0900 2.5 1.92 1.00 0.1000 IN /HR 0.0100 IN /HR 0.0192 CFS 17.3 CF 100 10.0 IN /HR 4.3 IN /HR 8.3309 CFS 7,497.8 CF STORAGE VOLUME REQUIRED= 7,497.8 CF r A7 100 FREQUENCY 3 HR STORM- 10 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.2) UNIT TIME PERIOD (MIN) 10 RAINFALL STORM EFFECTIVE RUNOFF RUNOFF AREA PATTERN Ye RAIN (IN /HR) RAIN (IN/HRI FLOW (CFSI VOLUME (cloy) (PLATE E5.9) 1 0.27 0.2808 2.00 1.92 2 0.27 0.2808 2.00 1.92 3 0.27 0.3564 2.00 1.92 4 0.27 0.3564 2.00 1.92 5 0.27 0.3564 2.00 1.92 6 0.27 0.3672 2.00 1.92 7 0.27 0.4752 2.00 1.92 8 0.27 0.4536 2.00 1.92 9 0.27 0.5724 2.00 1.92 10 0.27 0.5508 2.00 1.92 11 0.27 0.6912 2.00 1.92 12 0.27 0.6372 2.00 1.92 13 0.27 0.7884 2.00 1.92 14 0.27 0.9180 2.00 1.92 15 0.27 1.5228 2.00 1.92 16 0.27 1.5228 2.00 1.92 17 0.27 0.4104 2.00 1.92 18 0.27 0.2592 2.00 1.92 2.60 0.3120 IN /HR 0.0420 IN /HR 0.0806 CFS 48.4 CF 2.60 0.3120 IN /HR 0.0420 IN /HR 0.0806 CFS 48.4 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.2419 CFS 145.2 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.2419 CFS 145.2 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.2419 CFS 145.2 CF 3.40 0.4080 IN /HR 0.1380 IN /HR 0.2650 CFS 159.0 CF q r 4.40 0.5280 IN /HR 0.2580 IN /HR 0.4954 CFS 297.2 CF 4.20 0.5040 IN /HR 0.2340 IN /HR 0.4493 CFS 269.6 CF 5.30 0.6360 IN /HR 0.3660 IN /HR 0.7027 CFS 421.6 CF 5.10 0.6120 IN /HR 0.3420 IN /HR 0.6566 CFS 394.0 CF 6.40 0.7680 IN /HR 0.4980 IN /HR 0.9562 CFS 573.7 CF 5.90 0.7080 IN /HR 0.4380 IN /HR 0.8410 CFS 504.6 CF 7.30 0.8760 IN /HR 0.6060 IN /HR 1.1635 CFS 698.1 CF 8.50 1.0200 IN /HR 0.7500 IN /HR 1.4400 CFS 864.0 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 2.7302 CFS 1,638.1 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 2.7302 CFS 1,638.1 CF 3.80 0.4560 IN /HR 0.1860 IN /HR 0.3571 CFS 214.3 CF 2.40 0.2880 IN /HR 0.0180 IN /HR 0.0346 CFS 20.7 CF 100 12.00 IN /HR 7.14 IN /HR 13.7088 CFS 8,225.3 CF STORAGE VOLUME REQUIRED= 8,225.3 CFn -C CIA G A8 100 FREQUENCY UNIT TIME PERIOD (MIN) 60 24 HR STORM- 60 MIN. TIME PERIOD RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN % RAIN (IN /HRI RAIN (IN/HR) FLOW (CFS) VOLUME (undev) (PLATE E5.6) (PLATE E5.9) 1 0.468 0.0432 4 0.77 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0037 CFS 13.3 CF 2 0.447. 0.0468 4 0.77 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0040 CFS 14.4 CF 3 0.426 0.0648 4 0.77 1.80 0.0720 IN /HR 0:0072 IN /HR 0.0055 CFS 20.0 CF 4 0.405 0.0756 4 0.77 2.10 0.0840 IN /HR 0.0084 IN /HR 0.0065 CFS 23.3 CF 5 0.385 0.1008 4 0.77 2.80 0.1120 IN /HR 0.0112 IN /HR 0.0086 CFS 31.0 CF 6 0.365 0.1044 4 0.77 2.90 0.1160 IN /HR 0.0116 IN /HR 0.0089 CFS 32.2 CF 7 0.346 0.1368 4 0.77 3.80 0.1520 IN /HR 0.0152 IN /HR 0.0117 CFS 42.1 CF 8 0:328 0.1656 4 0.77 4.60 0.1840 IN /HR 0.0184 IN /HR 0.0142 CFS 51.0 CF 9 0.31 0.2268 4 0.77 6.30 0.2520 IN /HR 0.0252 IN /HR 0.0194 CFS 69.9 CF 10 0.293 0.2952 4 0.77 8.20 0.3280 IN /HR 0.0350 IN /HR 0.0270 CFS 97.0 CF 11 0.276 0.2520 4 0.77 7.00 0.2800 IN /HR 0.0040 IN /HR 0.0031 CFS 11.1 CF 12 0.26 0.2628 4 0.77 7.30 0.2920 IN /HR 0.0320 IN /HR 0.0246 CFS 88.7 CF 13 0.245 0.3888 4 0.77 10.80 0.4320 IN /HR 0.1870 IN /HR 0.1440 CFS 518.4 CF 14 0.231 0.4104 4 0.77 11.40 0.4560 IN /HR 0.2250 IN /HR 0.1733 CFS 623.7 CF 15 0.217 0.3744 4 0.77 10.40 0.4160 IN /HR 0.1990 IN /HR 0.1532 CFS 551.6 CF 16 0.204 0.3060 4 0.77 8.50 0.3400 IN /HR 0.1360 IN /HR 0.1047 CFS 377.0 CF 17 0.192 0.0504 4 0.77 1.40 0.0560 IN /HR 0.0056 IN /HR 0.0043 CFS 15.5 CF 18 0.18 0.0684 4 0.77 1.90 0.0760 IN /HR 0.0076 IN /HR 0.0059 CFS 21.1 CF 19 0.17 0.0468 4 0.77 1.30 0.0520 IN /HR 0.0052 IN /HR 0.0040 CFS 14.4 CF 20 0.161 0.0432 4 0.77 1.20 0.0480 IN /HR 0.0048 IN /HR 0.0037 CFS 13.3 CF 21 0.152 0.0396 4 0.77 1.10 0.0440 IN /HR 0.0044 IN /HR 0.0034 CFS 12.2 CF 22 0.145 0.0360 4 0.77 1.00 0.0400 IN /HR 0.0040 IN /HR 0.0031 CFS 11:1 CF 23 0.14 0.0324 4 0.77 0.90 0.0360 IN /HR 0.0036 IN /HR 0.0028 CFS 10.0 CF 24 0.136 0.0288 4 0.77 0.80 0.0320 IN /HR 0.0032 IN /HR 0.0025 CFS 8.9 CF 100 4.0 IN /HR 1 1.0 IN /HR 0.7420 CFS 2,671.1 CF STORAGE VOLUME REQUIRED= 2,671.1 CF .-C A8 100 FREQUENCY UNIT TIME PERIOD (MIN) 15 6 HR STORM- 15 TIME PERIOD RAINFALL STORM EFFECTIVE RUNOFF RUNOFF PERIOD LOSS RATE LOWLOSS PT RAINFALL AREA PATTERN % RAIN IINIHR) RAIN (INIHRI FLOW (CFS) VOLUME (dev) (PLATE E5.4) (PLATE E5.9) 1 0.27 0.1530 2.5 0.77 1.70 0.1700 IN /HR 0.0170 IN /HR 0.0131 CFS 11.8 CF 2 0.27 0.1710 2.5 0.77 1.90 0.1900 IN /HR 0.0190 IN /HR 0.0146 CFS 13.2 CF 3 0.27 0.1890 2.5 0.77 2.10 0.2100 IN /HR 0.0210 IN /HR 0.0162 CFS 14.6 CF 4 0.27 0.1980 2.5 0.77 2.20 0.2200 IN /HR 0.0220 IN /HR 0.0169 CFS 15.2 CF 5 0.27 0.2160 2.5 0.77 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0185 CFS 16.6 CF 6 0.27 0.2160 2.5 0.77 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0185 CFS 16.6 CF 7 0.27 0.2160 2.5 0.77 2.40 0.2400 IN /HR 0.0240 IN /HR 0.0185 CFS 16.6 CF 8 0.27 0.2250 2.5 0.77 2.50 0.2500 IN /HR 0.0250 IN /HR 0.0193 CFS 17.3 CF 9 0.27 0.2340 2.5 0.77 2.60 0.2600 IN /HR 0.0260 IN /HR 0.0200 CFS 18.0 CF 10 0.27 0.2430 2.5 0.77 2.70 0.2700 IN /HR 0.0270 IN /HR 0.0208 CFS 18.7 CF 11 0.27 0.2520 2.5 0.77 2.80 0.2800 IN /HR 0.0100 IN /HR 0.0077 CFS 6.9 CF 12 0.27 0.2700 2.5 0.77 3.00 0.3000 IN /HR 0.0300 IN /HR 0.0231 CFS 20.8 CF 13 0.27 0.2880 2.5 0.77 3.20 0.3200 IN /HR 0.0500 IN /HR 0.0385 CFS 34.7 CF 14 0.27 0.3240 2.5 0.77 3.60 0.3600 IN /HR 0.0900 IN /HR 0.0693 CFS 62.4 CF 15 0.27 0.3870 2.5 0.77 4.30 0.4300 IN /HR 0.1600 IN /HR 0.1232 CFS 110.9 CF 16 0.27 0.4230 2.5 0.77 4.70 0.4700 IN /HR 0.2000 IN /HR 0.1540 CFS 138.6 CF 17 0.27 0.4860 2.5 0.77 5.40 0.5400 IN /HR 0.2700 IN /HR 0.2079 CFS 187.1 CF 18 0.27 0.5580 2.5 0.77 6.20 0.6200 IN /HR 0.3500 IN /HR 0.2695 CFS 242.6 CF 19 0.27 0.6210 2.5 0.77 6.90 0.6900 IN /HR 0.4200 IN /HR 0.3234 CFS 291.1 CF 20 0.27 0.6750 2.5 0.77 7.50 0.7500 IN /HR 0.4800 IN /HR 0.3696 CFS 332.6 CF 21 0.27 0.9540 2.5 0.77 10.60 1.0600 IN /HR 0.7900 IN /HR 0.6083 CFS 547.5 CF 22 0.27 1.3050 2.5 0.77 14.50 1.4500 IN /HR 1.1800 IN /HR 0.9086 CFS 817.7 CF 23 0.27 0.3060 2.5 0.77 3.40 0.3400 IN /HR 0.0700 IN /HR 0.0539 CFS 48.5 CF 24 0.27 0.0900 2.5 0.77 1.00 0.1000 IN /HR 0.0100 IN /HR 0.0077 CFS 6_9 CF 100 10.0 IN /HR 4.3 IN /HR 3.3410 CFS 3,006.9 CF STORAGE VOLUME REQUIRED= 3,006.9 CF -.0 z A8 100 FREQUENCY 3 HR STORM- 10 TIME PERIOD PERIOD LOSS RATE LOWLOSS PT RAINFALL (PLATE E5.2) UNIT TIME PERIOD (MIN) RAINFALL STORM EFFECTIVE AREA PATTERN Y RAIN (IN /HR) RAIN (IN/HR) (PLATE E5.8). 1 0.27 0.2808 2.00 0.77 2 0.27 0.2808 2.00 0.77 3 0.27 0.3564 2.00 0.77 4 0.27 0.3564 2.00 0.77 5 0.27 0.3564 2.00 0.77 6 0.27 0.3672 2.00 0.77 7 0.27 0.4752 2.00 0.77 8 0.27 0.4536 2.00 0.77 9 0.27 0.5724 2.00 0.77 10 0.27 0.5508 2.00 0.77 11 0.27 0.6912 2.00 0.77 12 0.27 0.6372 2.00 0.77 13 0.27 0.7884 2.00 0.77 14 0.27 0.9180 2.00 0.77 15 0.27 1.5228 2.00 0.77 16 0.27 1.5228 2.00 0.77 17 0.27 0.4104 2.00 0.77 18 0.27 0.2592 2.00 0.77 10 N RUNOFF RUNOFF FLOW (CFS) VOLUME (dev) 2.60 0.3120 IN /HR 0.0420 IN /HR 0.0323 CFS 19.4 CF 2.60 0.3120 IN /HR 0.0420 IN /HR 0.0323 CFS 19.4 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.0970 CFS 58.2 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.0970 CFS 58.2 CF 3.30 0.3960 IN /HR 0.1260 IN /HR 0.0970 CFS 58.2 CF 3.40 0.4080 IN /HR 0.1380 IN /HR 0.1063 CFS 63.8 CF 4.40 0.5280 IN /HR 0.2580 IN /HR 0.1987 CFS 119.2 CF 4.20 0.5040 IN /HR 0.2340 IN /HR 0.1802 CFS 108.1 CF 5.30 0.6360 IN /HR 0.3660 IN /HR 0.2818 CFS 169.1 CF 5.10 0.6120 IN /HR 0.3420 IN /HR 0.2633 CFS 158.0 CF 6.40 0.7680 IN /HR 0.4980 IN /HR 0.3835 CFS 230.1 CF 5.90 0.7080 IN /HR 0.4380 IN /HR 0.3373 CFS 202.4 CF 7.30 0.8760 IN /HR 0.6060 IN /HR 0.4666 CFS 280.0 CF 1 8.50 1.0200 IN /HR 0.7500 IN /HR 0.5775 CFS 346.5 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 1.0949 CFS 657.0 CF 14.10 1.6920 IN /HR 1.4220 IN /HR 1.0949 CFS 657.0 CF 3.80 0.4560 IN /HR 0.1860 IN /HR 0.1432 CFS 85.9 CF 2.40 0.2880 IN /HR 0.0180 IN /HR 0.0139 CFS 8.3 CF 100 12.00 IN /HR 7.14 IN /HR 5.4978 CFS 3,298.7 CF STORAGE VOLUME REQUIRED= 3,298.7 CF �-- J D IV. RETENTION CALCULATIONS SA�XON ENGINEERING VICES".' JOB NO (� 2 1030CALLE SOMBRA SUITE "A2 "�`CALCULAOTED�BY �CLEMENTE, CA 92673 TE '" .JNE x(949} 366 2180 CHECKEDBY' '� DATE R ron �jGs 4� I ' l A A (' l (' l 2, 93S x 3�5l5 x I _ 910 121, (o 7,070 �,53o x �' San Fl- I4,r STor4Ue- V, ". I , - \/, 1, -=- 8 1 x CS 11-S. ciS+ IS A 3, 9 9 0 5 \/o I . (,. F ) 2,183S- 3/ �,ylS S3D._ - 22,710 Sao c.r l,'�$I c, . I/ � gel c.,C. To t,1 = 2,4, W cT STo rc. L-1 lG 5, �e+ U o.. �4s,n # 2 can e r Ar¢,4 (5,01 Av A r.�y� s j. �T�+ rvk�.(� +���_...Vo1. (cT)..._ 333`+ 4 ZE :l 2,36 I►� 338 2,�2.� x 1� _ �,��.� 3 _ 35� 3, goo x = 31 OW Sc�n� F; VC,Ltil V �C� - 8'� (� �C �.� r 2��G t D G 12,E -+'fit �._Ln� �j � �" ci •� ��� 1�•n �- ti L 51 - 111513. ^Y 4 ;INEERING SERVICES SOMBRA SUITE "A2'; SHEET NO NTE, CA: 92673. CALCULATED BY DATE r �) 366 2180 , n `CHECKED B Y DATE r t STo rc. L-1 lG 5, �e+ U o.. �4s,n # 2 can e r Ar¢,4 (5,01 Av A r.�y� s j. �T�+ rvk�.(� +���_...Vo1. (cT)..._ 333`+ 4 ZE :l 2,36 I►� 338 2,�2.� x 1� _ �,��.� 3 _ 35� 3, goo x = 31 OW Sc�n� F; VC,Ltil V �C� - 8'� (� �C �.� r 2��G t D G 12,E -+'fit �._Ln� �j � �" ci •� ��� 1�•n �- ti L 51 - 111513. PROJECT R C F C a W C D HYDROLOGY J\iJANUAL RATIONAL METHOD CALCULATION FORM jt�trret An1_: FREQUENCY 0 r, Sheet No., of ,Sheets Calculated by _ E_____ a - ATI - _ — Checked by • - - -- -- -- — 'bryt- -- DRAINAGE AREA Soil 6 Development A Acres I In /1% C O Q C FS E Q C FS SLOPE SECTION v FPS L FT. T MIN. ET REMARKS - -5,� y0c9 7.8 1 � AL �v•n D, 5�' � ,2J 0.$io j.(�D o ii `` so; ,T� pe A 1. > > 2,�Z o. � 1 2,�� l � o NA 2, �a NA �. 2 2 `�o D.n +Z 2,S 360 Z,Y (c .�+ �; �_#�2) �, (,f_L 2.3H ©10 Q�9 13.y NA-2.2 NA 2,3 N =10,I' 119 9 co 3 �,1� 2,�'� o.g1 q.SZ A 1 To A 3 M =1.8' 2,31 0181 5,31 .� D.S1 3.51 t.ZH 1,G3 A X1,3 41a. fij� q i( � X 2 ,1 Fo /1JA I R C F C a W C D HYDROLOGY JNiJANUAL RATIONAL METHOD CALCULATION FORM PROJECTS %° rLr's FREQUENCY 100 4r. Sheet Na_ of — Sheets Calculated by _ CJ - _ - - - -a -- AT� - Checked by DRAINAGE AREA Soli a Development A Acres i le /hr. c I A C F S E Q C F S SI.DPE SECTION v FPS L I FT. T MIN. E T REMARKS N =ISB` 100D tI,0 ACT Sv f3 H,2.$ 0.0 X ,II 10 IJA 2, 1 4, A 2,2. U.2.1' 0.01 2,�. 3b� 2, i ` f; # � D.HZ 3.54 0,87 11H ( 13, �A 2, Z. %o l 2.3 sr. T' N =1.�' 3�p q,ta A� h H,0 6e Nay,► 4o 230 SR A. X1.3 IJAq,'� H 1,0 30q e,s A Cc _7 �' 52-1 H,98 D,e3 L2,a Tc' L 100 1000 90 90 80 800 70 0 60 600 c a� � 0 500 o . 35 m a w ` P c o 30 d 350 25 A� o o c a: E c 20 - - 19 0 �. 0 250 N-! 17 16 ,. c 15 L 14 d 200 13 J Q 12 S TI 0 150 w E P , - Z, •• 7 6 LIMITATIONS: I. Maximum length =1000 2. Maximum area = 10 Acres a H 0 0 Y y 00 a c � 300 c > 200 C o v N CL E E 100 3 `` 0 0 so 50 4"'- °' lip �' E 30 CL -10,11E c c 20 o � Al Ai----- 3---�K J -1 Undeveloped_W 1-4 RCFC 81 WCD HYDROLOGY J\/JANUAL �F it Cover Undeveloped Poor Cover Single Family (1/4 Acre) 1.0 Pa f 8 := f�2 a� c a� a� w w *, Tc 5 --n 6 v Q 7 C m E �8 c a� 9-0 L0 - .E U. 4I.2 OF o` 14 15 16 � 17 E 18 19 1 20- �- c 0 v u 25 � c 0 KEY L-H -Tc -K -Tc' 0 30 a� EXAMPLE: E F= (1) L =550', H =5.0, K = Single Family (1/4 Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min. Reference: Bibliography item No. 35. TIME OF CONCENTRATION FOR INITIAL SUBAREA nI wrr n i bl 0 D J w >7 r RAINFALL INTENSITY- INCHES PER HOUR_ < CATHEDRAL CITY CHERRY VALLEY CORONA DESERT HOT SPRINGS ELSINORE - MILDOMAR C DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY OURATION FREQUENCY l- A MINUTES MINUTES MINUTES MINUTES MINUTES 0 10 100 10 100 10 100 10 100 10 100 G YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 4.14 6.T6 ^`J 5 3.65 5.49 5 3.10 4.78 5 4.39 6.76 5 3.23 4.94 6 3.73 6 . 08 A"t`�6 3.30 4.97 6 2.84 4.38 6 3.95 6.08 6 2.96 4.53 IS� 7 3.41 5.56 7 3.03 4.56 7 2.64 4.07 7 3.62 5.56 7 2.75 4.21 8 3.15 5.15 Al 8 2.82 4.24 a 2.47 3.81 8 3.35 5.15 8 2.58 3.95 9 2.95 ♦.81 A7 9 2.6♦ 3.97 9 2.34 3.60 9 3.13 4.81 9 2.44 3.73 T-A 31 A 10 2.77 4.52 10-1 2.49 3.75 10 2.22 3.43 10 2.94 4.52 10 2.32 3.54 11 2.62 4.28 AL ' 11 2.36 3.56 11 2.12 3e27 11 2.78 4.28 11 2.21 3.39 D 12 2.49 4..07 12 2.2S 3.39 12 2.04 3.14 12 2.65 4.07 12 2.12 3.25 r 13 2.38 3.88 a Z_ 2.16 3.25 13 1.96 3.02 13 2.53 3.88 13 2.04 3.13 14 2.28 3.72 L13 14 2.07 3.12 14 1.89 2.92 14 2.42 3.72 14 1.97 3.02 15 2.19 3.58 15 1.99 3.00 15 1.83 2.82 15 2.32 3.58 15 1.91 2.92 16 2.11 3.44 16 1.92 2.90 16 1.77 2.73 16 2.24 3.44 16 1.85 2.83 17 2.04 3.32 17 1.86 2.80 17 1.72 2.66 17 2.16 3.32 17 1.80 2.75 18 1.97 3.22 18 1.80 2.71 18 1.68 2.58 18 2.09 3.22 18 1.75 2.67 19 1.91 3.12 19 1.75 2.64 19 1.63 2.52 19 2.03 3.12 19 1.70 2.60 20 1.85 3.03 20 1.70 2.56 20 1.59 2.46 20 1.97 3.03 20 1.66 2.54 22 1.7S 2.86 22 1.61 2.43 22 1.52 2.35 22 1.86 2:86 22 1.59 2.43 24 1.67 2.72 24 1.54 2.32 24 1.46 2.25 24 1.77 2.72 24 1.52 2.33 26 1.59 2.60 26 1.47 2.22 26 1.40 2.17 26 1.69 2.60 26 1.46 2.24 28 1.52 2.49 28 1.41 2.13 28 1.36 2.09 28 1.62 2.49 28 1.41 2.16 30 1.46 2.39 30 1.36 2.05 30 1.31 2.02 30 1.55 2.39 30 1.37 2.09 32 1.41 2.30 32 1.31 1.98 32 1.27 1.96 32 1.50 2.30 32 1.33 2.03 z 34 1.36 2.22 34 1.27. 1.91 34 1.23 1.90 34 1.45 2.22 34 1.29 1.97 36 1.32 2.15 36 1.23 1.85 36 1.20 1.85 36 1.40 2.15 36 1.25 1.92 38 1.28 2.09 38 1.20 1.80 38 1.17 1.81 38 1.36 2.09 38 1.22 1.87 M z 40 1.24 2.02 40 1.16 1.75 40 1.14 1.76 40 1.32 2.02 40 1.19 1.82 U) (n 45 1.16 1.89 4S 1.09 1.64 45 1.08 1.66 45 1.23 1.89 45 1.13 1.72 50 1.09 1.78 50 1.03 1.55 50 1.03 1.58 50 1.16 1.78 50 1.07 1.64 55 1.03 1.68 55 .99 1.47 55 .98 1.51 55 1.09 1.68 55 1.02 1.56 M Z 60 .98 1.60 60 .93 1.40 60 .94 1.45 60 1.04 1.60 60 .98 1.50 I 0 65 .94 1.53 65 .89 1.34 65 .90 1.40 65 .99 1.53 65 .94 1.44 0 D 70 .90 1.46 70 .85 1.29 70 .87 1.35 70 .95 1.46 70 .91 1.39 0 C ;o 75 .86 1.41 75 .82 1.24 75 .84 1.30 75 .91 1.41 75 .88 1.35 BO .83 1.35 80 .79 1.20 80 .82 1.26 80 .88 ' 1.35 80 .85 1.31 D D 85 .80 1.31 85 .77 1.16 85 .80 1.23 85 .85 1.31 85 .83 1.27 0 SLOPE ■ .SOO SLOPE _ .5SO SLOPE a .480 SLOPE _ .580 SLOPE = .480 z 40 30 20 10 9 I 6 5 4 3 2 I 0.9 0.8 0.7 0.6 0.5 0.4 72. 88'R/W 64' 24' 24' 1 f f. L 5 0. 1/4 Dtf ft. --7-L ,TYPICAL SECTION 3 4 5 6 a 10 15 20 25 30 . 40 50 60 80 100 150 200 300 400 500 600 Boo 1000 40 WMEN COUNTY FLOOD CONTROL MMMEMMM A N D WATER CONSERVATION DISTRICT VELOCITY DISCHARGE CURVES COUNTY STANDARD No.102 64' ROADWAY 6"a8"CURBS 1 7,' IMMENEM own Sf ME • ME IS WPM Irmo ME RCFC Ek WCD i DISCHARGE - C.F S. (TOTAL FLOW IN STREET) RIVERSIDE COUNTY FLOOD CONTROL A N D WATER CONSERVATION DISTRICT VELOCITY DISCHARGE CURVES COUNTY STANDARD No.102 64' ROADWAY 6"a8"CURBS 1 7,' PLAiE 0-7.3 30 20 10 9 U 6 1 5 > 5 c 2 0.7 0.6 0.5 0.4 )0 -73 PIPE #1 Worksheet for Circular Channel Project Description Project File is \1675 whiteco residential \1675_28 montevista \ses \hydrology \revised \medit_re.fm2 Worksheet AREA 1 DRAIN PIPE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Diameter 12.00 in Discharge 2.64 cfs Results Depth 0.87 ft Flow Area 0.73 ftZ Wetted Perimeter 2.41 ft Top Width 0.67 ft Critical Depth 0.70 ft Percent Full 87.12 Critical Slope 0.007938 ft/ft Velocity 3.64 ft/s Velocity Head 0.21 ft Specific Energy 1.08 ft Froude Number 0.62 Maximum Discharge 2.71 cfs Full Flow Capacity 2.52 cfs Full Flow Slope 0.005491 ft/ft Flow is subcritical. 08/25/05 FlowMaster v5.13 04:00:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 PIPE #2 Worksheet for Circular Channel _Project Description Project File is \1675 whiteco residential \1675_28 montevista \ses \hydrology \revised\medit_re.fm2 Worksheet AREA 2 DRAIN PIPE Flow Element Circular Channel Diameter Method Manning's Formula Discharge Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Diameter 18.00 in Discharge 5.62 cfs I Results j Depth 0.78 ft Flow Area 0.93 ft2 Wetted Perimeter 2.42 ft Top Width 1.50 ft Critical Depth 0.91 ft Percent Full 52.05 Critical Slope 0.006041 ft/ft Velocity 6.04 ft/s Velocity Head 0.57 ft Specific Energy 1.35 ft Froude Number 1.35 Maximum Discharge 11.30 cfs Full Flow Capacity 10.50 cfs Full Flow Slope 0.002863 ft/ft Flow is supercritical. 08/25/05 04:01:07 PM Haestad Methods, Inc. i I 37 Brookside Road �ty FiowMaster v5.13 Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 �s PIPE #3 Worksheet for Circular Channel Project Description Project File is \1675 whiteco residentia1\1675_28 montevist6\ses \hydrology \revised \medit_re.fm2 Worksheet AREA 3 DRAIN PIPE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.210000 ft/ft Diameter 24.00 in Discharge 15.94 cfs Results Depth 0.53 ft Flow Area 0.67 ft2 Wetted Perimeter 2.16 ft Top Width 1.77 ft Critical Depth 1.44 ft Percent Full 26.51 Critical Slope 0.006595 ft/ft Velocity 23.90 ft/s Velocity Head 8.88 ft Specific Energy 9.41 ft Froude Number 6.86 Maximum Discharge 111.51 cfs Full Flow Capacity 103.66 cfs Full Flow Slope 0.004965 ft/ft Flow is supercritical. 08/25/05- FlowMaster v5.13 04:01:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 PIPE #4 Worksheet for Circular Channel Project Description 0.44 Project File is \1675 whiteco residential \1675_28 montevista \ses \hydrology \revised \medit_re.fm2 Worksheet AREA 7 DRAIN PIPE #4 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.100000 ft/ft Diameter 18.00 in Discharge 6.28 cfs Results Depth 0.44 ft Flow Area 0.43 ft2 Wetted Perimeter 1.72 ft Top Width 1.37 ft Critical Depth 0.97 ft Percent Full 29.46 Critical Slope 0.006363 ft/ft Velocity 14.44 ft/s Velocity Head 3.24 ft Specific Energy 3.68 ft Froude Number 4.52 Maximum Discharge 35.73 cfs Full Flow Capacity 33.22 cfs Full Flow Slope 0.003575 ft/ft Flow is supercritical. 08/25/05 FlowMaster v5.13 04:01:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 77 PIPE #5 Worksheet for Circular Channel Project Description Project File is \1675 whiteco residentia1\1675_28 montevista \ses \hydrology \revised\medit_re.fm2 Worksheet AREA 4 DRAIN PIPE #5 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.061000 ft/ft Diameter 18.00 in Discharge 8.68 cfs Results Depth 0.60 ft Flow Area 0.66 ft2 Wetted Perimeter 2.05 ft Top Width 1 1.47 ft Critical Depth 1.14 ft Percent Full 39.84 Critical Slope 0.007955 ft/ft Velocity 13.22 ft/s Velocity Head 2.72 ft Specific Energy 3.31 ft Froude Number 3.49 Maximum Discharge 27.91 cfs Full Flow Capacity 25.94 cfs Full Flow Slope 0.006829 ft/ft Flow is supercritical. 08/25/05 FlowMaster v5.13 04:01:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 78 PIPE #6 Worksheet for Circular Channel Project Description 0.45 Project File i:\1 675 whiteco residential \1675_28 montevista \ses \hydrology \revised \medit_re.fm2 Worksheet AREA 4 DRAIN PIPE #6 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.031000 ft/ft Diameter 12.00 in Discharge 2.66 cfs Results Depth 0.45 ft Flow Area 0.35 ft2 Wetted Perimeter 1.48 ft Top Width 1.00 ft Critical Depth 0.70 ft Percent Full 45.46 Critical Slope 0.007978 ft/ft Velocity 7.66 ft/s Velocity Head 0.91 ft Specific Energy 1.37 ft Froude Number 2.29 Maximum Discharge 6.75 cfs Full Flow Capacity 6.27 cfs Full Flow Slope 0.005575 ft/ft Flow is supercritical. 08/25/05 FlowMaster v5.13 04:01:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 U PIPE #7 Worksheet for Circular Channel Project Description Project File is \1675 whiteco residenti6l \1675_28 montevista \ses \hydrology \revised \medit_re.fm2 Worksheet AREA 7 DRAIN PIPE #7 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.025000 ft/ft Diameter 18.00 in Discharge 6.28 cfs Results Depth 0.64 ft Flow Area 0.72 ftZ Wetted Perimeter 2.13 ft Top Width 1.48 ft Critical Depth 0.97 ft Percent Full 42.62 Critical Slope 0.006363 ft/ft Velocity 8.74 ft/s Velocity Head 1.19 ft Specific Energy 1.83 ft Froude Number 2.22 Maximum Discharge 17.87 cfs Full Flow Capacity 16.61 cfs Full Flow Slope 0.003575 ft/ft Flow is supercritical. 08/25/05 FlowMaster v5.13 04:02;03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 80 PIPE #8 Worksheet for Circular Channel Project Description Project File is \1675 whiteco residential \1675_28 montevista\ses \hydrology \revised \medit_re.fm2 Worksheet AREA 4 DRAIN PIPE #8 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.059000 ft/ft Diameter 18.00 in Discharge 11.34 cfs Results Depth 0.70 ft Flow Area 0.81 ft2 Wetted Perimeter 2.26 ft Top Width 1.50 ft Critical Depth 1.29 ft Percent Full 46.70 Critical Slope 0.010841 ft/ft Velocity 14.01 ft/s Velocity Head 3.05 ft Specific Energy 3.75 ft Froude Number 3.36 Maximum Discharge 27.45 cfs Full Flow Capacity 25.51 cfs Full Flow Slope 0.011656 ft/ft Flow is supercritical. 08/25/05. FlowMaster v5.13 04:02:09 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 PIPE #9 Worksheet for Circular Channel Project Description 0.68 Project File is \1675 whiteco residential \1675_28 montevista \ses \hydrology \revised \medit_re.fm2 Worksheet AREA 2 DRAIN PIPE #9 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.016000 ft/ft Diameter, 18.00 in Discharge 5.62 cfs Results Depth 0.68 ft Flow Area 0.78 ft2 Wetted Perimeter 2.22 ft Top Width 1.49 ft Critical Depth 0.91 ft Percent Full . 45.39 Critical Slope 0.006041 ft/ft Velocity 7.20 ft/s Velocity Head 0.81 ft Specific Energy 1.49 ft Froude Number 1.76 Maximum Discharge 14.29 cfs Full Flow Capacity 13.29 cfs Full Flow Slope 0.002863 ft/ft Flow is supercritical. 08/25/05 FlowMaster v5.13 04:02:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 C. I3 . d C11TIrl' OPI NI \G (SU1IP) . Given: (a) Discharge . Q loo CFS • (b) Curb type 'A-2" . "D" 4" Rolled 6" Rolled Solution: I; (depth at opening) _ ',. I'V inches h (height of opening) _ to" inches 11 /h From Chart: Q /ft. of opening = ` CFS • L required o AQ q3 tt. U S E L , ft. " -31- C. I3- d ': CI31:11' OPP"NTNG (SUMP) Givcn: (a) Discharge. 10 CFS (b) Curb type 'A -2" "D" 4" Rolled 6" Rolled Solution: 13 (depth at opening) = 7, Sip inches h (height of opening). _ p . inches li /h =•- 715(x/ 10 = 0,76 r From Chart: Q /ft. of opening = �` CFS . L requircd U S E L ft. -3I- 8� C. 13. .3 CITTt .' 0PENNINTG (SUMP) Given: (a) Discharge. too = I�� °� N e_ F CFS (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) ' - �c�" inches h (height of opening) = $+• inches 11Ih !D" r From Chart: Q /ft, of opening = Z,ZS CFS L required = 5 / 2. 2S U S E L SAXON ENGINEERING SERVICES 1030 CALLE SOMBRA SUITE "A2" '.N CLEMENTE, CA. 92673 _ .BONE: (949) 366 -2180 Ca /,., 2 �c V r +TA n, V c /-; c L I S � 1p 3 0 S" JOB NO. VAX SHEET NO. CALCULATED BY: ES DATE: CHECKED BY: DATE: - "0x 100 .SD% LID e-4 /VQ-T o��/l t ect = ��S r t��1 rn1 (Jee r ADZ =For Flo n — 22� ��� (� _ - I_" y� ZZ Y T. 5 fl� A D, to 5 = 0,0o; ,n 0.01 1 7 � L -��t� Cwt ; -� � A -4- G� �' ��32 < �Il�;., = .� JJ av A VALLEY GUTTER Worksheet for Irregular Channel Project Description 0.013 Project File is \1675 whiteco residential \1675_28 montevista \ses \hydrology \revised \medit_re.fm2 Worksheet VALLEY GUTTER Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data 0.013 Channel Slope 0.005000 ft/ft Elevation range: 0.00 ft to 0.51 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 0.51 0.00 41.00 0.013 20.00 0.11 20.02 0.08 21.50 0.00 22.98 0.08 23.00 0.11 41.00 0.47 Discharge 6.28 cfs Results ft/s Wtd. Mannings Coefficient 0.013 Water Surface Elevation 0.32 ft Flow Area 3.07 ftZ Wetted Perimeter 24.17 ft Top Width 24.12 ft Height 0.32 ft Critical Depth 0.32 ft Critical Slope 0.004900 ft/ft Velocity 2.04 ft/s Velocity Head 0.06 ft Specific Energy 0.39 ft Froude Number 1.01 Flow is supercritical. 03/01/06 FlowMaster v5.13 02:42:19 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 r • r Valley Gutter Cross Section Cross Section for Irregular Channel Project Description Project File is \1675 whiteco residential \1675_28 montevista \ses \hydrology \revised \medit_re.fm2 Worksheet VALLEY GUTTER Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Water Surface Elevation 0.32 ft Discharge 6.28 cfs 0.55 0.5 0.45 0.4 0.35 .. 0.3 c 0 ca 0.25 W 0.2 0.15 0.1 0.05 0.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 Station (ft) 03/01/06 FlowMaster v5.13 02:42:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 8� C. I3. d CITI:B' OPE.'NT IN' G (SUMP) Givcn: (a) Discharge CFS . (b) Curb type 'A =2' "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = 0 inches h (hcigh: of opening) = 8 • inches 11 1h Is, From Chart; Cam? /ft. of opening = Z , CFS • L required 25 - 3 �1a ft. U S E L= - -31- I C . I3 . S Ctlt; %;` 0PE.N -TII G (SU1IP) , Given: (a) Discharge . Q 0o CFS . (b) Curb type 'A2"' "D" 4" Rolled 6" Rolled Solution: if (depth at opening) ' = 10 inches • h (height of opening) = 8 inches 11 1h From Chart: Q /ft, of opening - Z, ZS CFS L required Z, 7,5 U S E L= " -31- row SAXON ENGINEERING SERVICES JOB NO. �X- 1030 CALLE SOMBRA SUITE "A2" SHEET NO. \N CLEMENTE, CA. 92673 CALCULATED BY: �"� DATE: .TONE: (949) 366 -2180 CHECKED BY: DATE: Tp Do � J� 1 th.rS ✓ �fS� �� f < � (D ,,�- �_�e.e i-����'T" r•• �f1JrooFs NeJ Opt� ate H Eq,jZE j �PLf.,,,.1-4rr + 2s I a ' p 0(959 D LA,�.P -b 1�1 o� �+ r 11 II 1� (� n n� �retLAu,,J �ro,✓ c /4A �ro. , T, Tc T�� vt Rt�� Ijc�S�� _ AUX-, f l ip if, SAXON ENGINEERING SERVICES 1030 CALLS SOMBRA SUITE "A2" N CLEMENTE, CA. 92673 . HONE: (949) 366 -2180 JOB NO. 16-75- 2- , X SHEET NO. CALCULATED BY: DATE: CHECKED BY: DATE: s 3 rtiJc- Iy�,� P -5� I00/ L= 31. -�S 35, �1a� bars ; 3 + Fq ( (, l Q C : r. J (� - 5 I _I'Y0 C/ di �. 1 _ 1 I—ro�� PI�t�. Z,�o'D�S � o L�C -i�'� Y)W5 ,., `t¢:� ,Ml CPJ I SAXON ENGINEERING SERVICES JOB NO. X" 1030 CALLE SOMBRA SUITE "A2" SHEET NO. AN CLEMENTE, CA. 92673 CALCULATED. BY: _ DATE: LONE: (949) 366 -2180 CHECKED BY: DATE: too �Poo �5 � �i LEI Pr<<��,�y. G,�:�� - Type - X ioo� 40 "A Cam- rct4e, S L e L= Z.5, 5 `; lv = 25.125 0,18-7 5 -� nJ� Lien OL = � � � . 5 2-1.3 'L- Al For c- low, , � (o , � 1. 700 Z , �. c�If , j ,r = 225,5 + 2S 1zs . rl � • 12 fit- J 1.10 �.� 3 ' j ,f> cl f % rr t� 0 �9Jr6 pt LACjC.� F+ �ree -L II ('J ro ✓;����t �ro..� TG P o ,f> cl f % rr t� k C Z Q Ok 0 � .2 J r /.2 Sureou „f P oes c.. TMO rush, o.c \Lary/ PeCrrss ew (a) _30- TABLE �cmc,�moh for Caaoc.•i;• cf Cuib 3 2 zo .9 .7 -o •5 S1 •3 .i5 .2 JS L .9 /O .7 7.5 b T 6.5 .5 6 C Z Q Ok 0 � .2 J r /.2 Sureou „f P oes c.. TMO rush, o.c \Lary/ PeCrrss ew (a) _30- TABLE �cmc,�moh for Caaoc.•i;• cf Cuib 3 2 zo .9 .7 -o •5 S1 •3 .i5 .2 JS L VII C O o ,. a isl r. �1-1 x BAR SPACU46 BROOKS PRODVCT5 CATCH BASIN GRATE ONTARIO, CA ING 1$W4 3116 MATERIAL= 1' SPACING FORA FC- - - -- —_ - -�- - -- — 2424PKY ORATING 19W4114 MATERIAL= 43116" 1 ATING 11 W4 3116 MA TER/AL SPACING —' ALL ADA GRATES I a �� I nT?id.i.�1n- SL�t1Qn?T�i f.AnnxA Tbl,L /_bR RAR YV.i g00JQ00 �1 A Brooks Products % of open area. Q-:A: 1212 Taft 1218 T#fic 1218 Part Number 1212 Padnaay Parkway 1818 Tiedvic 1815 Pa y �Trad�c) C 'y width to Inches 14.4376- 19.1875 1925 19.1E75 25.'f8T5 25.125 length in inches 14.5 14.5 19.75 19.75 25.6 25.5 # of Flat bars 13 17 17 17 22 22 Fb Thickness OAM . 0.1075 025 0.1875 0.25 ©_1875 # of Goes Dare 3 3 4 4 8 6 Cb tthidawm 0.= 0.305 0:3x5 O-W 0.3f35 4305 Gross area 2083438 2782188 3641875 375.9631 642. 13 541IM75 Less bar area 48.5541 83.7753 tt A225 88.3819 188.3431 151.1663 =net open art;a 160. 7887 214.4434 2727850 292:5513 455.5381 489.5213 net area 1 gross arse % open 76.8I% 77.08% 71..74% 7TZ1% 70-q'16 CR 7SAM Part Kunber t2t2A8A IM MA A tMJJMA 2MADA Tiam fpadww Trasci Palo t w F�Sr; awagf Tth�clPhtslara� width in inothes 14.825 20.125 20 tZ 25:825 length in %tutees 14.5 14.5 M75 25.5 9 of Flat bars 22 30 30 38 Fb T?hkkrw ss 0.1875 0.1873 . 0.1875 0_1875 # of CMss bars 3 3 4 6 C b 0**ness 8.3455 0.305 03M 0.3015 Gmw area 212.0825 29IAi25 39T.4g88 853:4375 Less bar area 73.12" 2211SM =net open area 138.Bwt 1212M 215 ;8225 424- net area / Qn m am w% apaa 6L4I% KIM% ".W% Q�L Q-:A: ,.E ., 1 c �Wr• J./�.t J VA-Z w v �� / i moommollimlommin SEEN .....wmmmiu■i.■mmm non WMlM=nwm■ll■■■INS MEN ■■NN■ �■�ai iiii�i�i i�'°it■■�i■■°it�i 7 n L • �� ©�y� ■� ■��t MENEM ■n�� �n ��■I<��III��1�1 O.1 S 3 4 b. .6 .7 .•.f LO L 6 • T • f t0 fo INLET CAPACITY OF GRATE AT SAG Plate 2.6-0656 111 9k, V. SAND FILTER CALCULATIONS S �C��_� '-.`,,,`:; 'JOB NO SAXON -ENGINEERIN6::8tkV 2- 4 e- l A CLE -7U 'TED DATE ' ST LA BY. CHECKED $Y DATE ENE , 366-2 8 0 S �C��_� 14c r S 2- 4 e- l A A _r -1 L4e,hcetpe Ajl�" il,3 t ( ^p 5 r, " A r,. 14t(s TPA 9� La,,G�Scr, e A 38,100 CSe/2-00 2,000 �oe m rr\ e 0 1 �s AXON `ENGINEERING SERVICES JOB ALUSOMBRXSUITE .-%SHEETN lq 'i�C,LtMENTE,.'CA.�'92673 :�� CALCULATED BY, ET,- DATE- '2 F 80' ClitOKED SY DATE M rr\ e 0 1 �s &J 14tr- t 8 L��dst -c,�2 v 2,000 . Y, A)I-A fV\ 67V s Al Ad f .., 1,13 - o �i^, o rte. °3 L ,,„ IV\ h.oN;L CCJ&L k� W La„�(�GK�� Ater = 6�'��ja�!; r. LA x f, A^ (� L'f o C , �.� �, 5o5,� J e; t Lena D f- i 0,18 100 LA 600 "Do I'S x re "'N "I Ai 01 sc-AA r--J4,1- Ic Are.� I/ �00 �e �..� -�'n, 91` Lem U�, I: ter_ = + ;...t� � �, `� _. °; SAXON ENGINEERING SERVICES. JOB loo., CAL' L E S , 0 NIBRA SUITE "A27.- SHEET NO N CLEMENTE CA 92673 T DATE 6 '1111'166 2111': CHECKED Jf in e- L APPENDIX - A PERCOLATION TEST RESULTS FROM SLADDEN PALM DESERT (,MON)AUG' 2 2004 16: 121ST. 16:08;'No.6802770705 P 2 (*.Sladden Engineering 6782 Stanton Ave.. Suite A, Buena Park. CA 90621 (714) 523 -0952 Fax (714) 523 -1369 39-725 Garand Ln., Suite G. Palm Desert, CA 92211 (760) 772 -3893 Fax(760)772-3895 July 29, 2004 Saxon Engineering Services 1030 Catle Sornbra, Unit A2 San Clemente, California 92673 Attention: Mr. Eric Johnson Project: Proposed Mediterra Apartments NEC Washington Street and Darby Road La Quinta, California Subject: Infiltration Testing for Stormwater Retention Project No. 544 -3432 04-07 -512 As requested, we have performed infiltration testing on the subject site in order to determine the percolation potential of the surface soils. The percolation/infiltration rates determined should be useful in assessing stormwater retention needs. It is our understanding that onsite stormwater /nuisance water retention is required. It is proposed to collect runoff within shallow retention basins. Infiltration testing was performed within test holes excavated to the expected depths of the retention basins. Infiltration testing was performed on June 29, 2004. Test results are summarized below. Test Location Percolation Rate A 11inch/hour B 13 inch/hour It should be noted that the infiltration rates determined by testing are ultimate rates based upon short duration field test results in the specific test locations. An appropriate safety factor should be applied prior to use in design to account for potential subsoil inconsistencies, possible compaction related to site grading, and potential silting of the percolating soils. The safety factor should be determined with consideration to other factors in the stormwater retention system design, (particularly stormwater volume estimates) and the safety factors associated with those design components. FROM SLADDEN PALM DESERT (MON)AUG 2 2004 16:12/ST,16:08/No.6802770705 P 3 July 29, 2004 -2- Project No. 544 -3432 04-07 -512 If there are any questions regarding this memo, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson V N;, a > : ;7 m Principal Engineer -� z Perc/pc G �rFGF CA��F Copies - 2/Saxon Engineering Services FROM SLRDDEN PALM DESERT A)N)AUG 2 2004 16:I211'ST.16:08/No.6802770705 P 4 IN MS CITY W LAGU/NT.A, COUNTY W RIVER SIM S'r'dT6 OF -AL/fbRN /A PRffZ)rMtNARY SITE PLAN P.IRCBL 9 0.r TRACT "iyi 4 Ak r r� i it 'z ' '•,t " i"1 ■ `,I.� _ I y'� v \j \ �t Ix t `Uc i. � ....._..... __ .. .._. - -. �� �' .`.` "�' '�, .` � �•`y.'A- �' � • fir' Boring and Percolation Test Location M Proposed Big House Apartments Approximate Boring Locations NEC Washington Street &Darby Road North nta, California i U La Approximate Percolation Test Locations L L aQn Engineering Project Number: 544 -3432 Date: 8 -2 -04 APPENDIX - B HYDROLOGY MAP APPENDIX - C EXISTING TOPOGRAPHY MAP wm Rm 33,6 PAL& 333 39,6 /-77 0 1 x 140 i I I `♦ X 40.. 33,4 33,4 D 13 40. Vii :° i i! J- F? C E-1- 4 x 141 li I I I I I 4- 33,7 33,8 ii 41,4 ---- ----------- ------------------------ -------- -------------- ---- % X142 Asph 6 4?, 4 _1 ------ ------- Gln, V 4.3,4 41,1 Vir t 9 43.9 "°ems j i I I I' 43,4 im 2,71 1 GRAPH, SCALE 4a. 50 0 25 50 100 43A 1 1 1 I FEET \1.9 1 in = 50 -ft. 1 I �, I �) MARK REVISIONS PREPARED FOR: PREPARED BY: WHITECO RESIDENTIAL SAXON ENGINEERING SERVICES 350 N. LASALLE ST SU. 1100 1030 CALLS SOMBRA SUITE A-2 CHICAGO, ILL. 60610 SAN CLEMENTE, CA 92673 (312) 645-9100 (949)366-2180 3135 / 3a.5 3318 ------------------- -------- --- — Im om I DESIGNED BY: EJ DRAWN BY: EJ 200 m ME 19Z om 20.3 19.7 i\A-1\_P 2 / 7 19.7 19.e %m mm om wm ao.e RO.2 Im im 20.7 20.8 ---------------------- . ............ ---- ---- ---- -- N� - — — — -- — — — — — — — — — — — ---------- G V, mom G, N. V. ------------------------ dw doo d17 dop dop L-8,6 dopp 28.6 oop doo do a8l 27.6 Dh 244 PA _F� c J:J' 28�4 m lll!�9_ am 16.6 Re- Storogp storcige f; L (J-4 24, 2Z6 APPR. DATE PREPARED UNDER THE DIRECT SUPERVISION OF APPROVED -CITY OF LA QUINTA IN THE CITY OF LA OUINTA um[L �J;V!/vv f /Oh ,;D m s SCALE- l--50' NO. 44180 JOB NO.: 1675-29 0s Exp. 6/30/07 31 -1 C/vl\- I FCAL\f CHECK BY: KS EXISTING TOPOGRAPHY MAP SHEET MEDITERRA APARTMENTS FARIORL 3, P.M. 27131 IN THE CITY OF LA QUIN TA, COUNTY OF RIVERSIDE, S TA TE OF CALIFORNIA BEING A PORPON OF THE SOUTH 112 OF SEC7701V 18, TOWNSHIP 5 SOUTH, RANGE 7 EAST, SBY OF 1 SH TS KURT M. SAXON R.C.E. 44180 EXP. 6/30/07 TIMOTHY R. JONASSON R.C.E. 45843 EXP. 12-31-06 BENCHMARK: BM / 1JO ELEV IJ9.087 PUBLIC WORKS DIRECTOR / CITY ENGINEER DISK ON CATCH BASIN AT THE N.W. CORNER OF FRED WARING DRIVE AND WASHINGTON STREET, CITY OF PALM DESERT BENCH MARK 11JO NA1.2 134.1 FL .N. I RET. BASIN 17 VOL.= 702 c. f. Qroo WS =133.8 z A 1 BOT. =132.3 O C.B. #1 Qto = T. 60 c. f. s. Qtoo =2.64 af.s. -RET �� V I � 1 A. NAM NA21 139.9 FL FL u L- DEPRESSED LANDSCAPE AREA LANDSCAPE � "-.ft FA I X7 01,111,110, - I , , , • PIP RET. BASIN 111 \'Vo1,�,34Q, C. f. QwoWS =133 BOT.= 132.8 DEPRESSED LANDSCAPE AREA m Dm, k::��Zx Y� qZIPI � — - - - -- —_ � �Oyq�� 1248FL.' RET. BASIN #1- VOL. =24,839 c. f. Qroo WS= 121.6 BOT.= 116.6 /zo/ o —s. DEPRESSED \ I AA1ncrAOCT . 1�P1� 10 �Q1i,•y0e` 0 io :l RET. BASIN 14 VOL. =2, 659 c. f. Qioo WS= 118.6 BOT. =114.6 \ Qto =6.94 a f. s. too =11.34 a f.s. MME I \� o �\ RET. VOL 7 99 C. II Qroo 122. I ti �,& I � I I I � I I \� ---------------------------------------------- - - -��� I II \ II - - - - - \ - I \ •�� = LIMITS OF MAJOR DRAINAGE AREAS \ e I \ — — — — — — = LIMITS OF SUB —AREAS \ I I \ � II III I � I � I � Under. round Service Alert ORE YOB, o Call: TOLL FREE GRAPHIC SCALE 1-800 50 0 25 50 100 200 11111 � 227-2600 ( IN FEET ) 1 inch = 50 ft. TWO WORKING DAYS BEFORE YOU DIG MARK REVISIONS APPR. DATE PREPARED FOR: PREPARED BY: DA 7E 3101106 Q FESS/oN WHITECO RESIDENTIAL SAXON ENGINEERING SERVICES m S4-�o` 030 LE SOMBRA SUl TEA 2 SCALE. 1 " =50' co � I DEPRESSED LANDSCAPE AREAS i � /ri o�? ,ZU- C. t - 9.0 114.0E I I rl i .I •Ili V� �,�� LATIM Ii 1 Ile LANDSCAPE AREA 1l� i/ PREPARED UNDER THE DIRECT SUPERVISION OF APPROVED - CITY OF LA QUINTA 1000 E. 80TH PLACE, STE. 700N 1 CAL — — MERRILL VILLE, IN 46410 SAN CLEMENTE CA 92673 " m JOB NO.: 1675 -29 � ��• sj3o�o� � (219) 680— 3300 (949)J66-2180 \P '9TF C 1 V I L KURT M. SAXON R.C.E. 44180 EXP. 6/30/05 TIMOTHY R. JONASSON R.C.E. 45843 EXP. 12 -31 -06 OF CALF PUBLIC WORKS DIRECTOR / CITY ENGINEER DESIGNED BY: EJ DRAWN BY: EJ CHECK BY: KS EMERGENCY OVERFLOW LOCATION. SEE DETAIL ON SHT. 3 OF ROUGH GRADING PLAN. — RET. BASIN #5 VOL. =11, 059 c. f. Qroo WS =117.0 BOT. =112.0 PIPE #9 10.581 18" DIA. Z�,^ N Q10=119 c. f. s. Qtoo =5.62 c. f. s. O VOL. =1, 364 c. f. ^� I z� RET. BASIN #8 RET. S ,,,,--SAND BASIN #13 FILTER ^PIPE #2 VOL. =1, 850 c. f. 24" DIA. Qroo WS= 119.1 BOT.= 115.6 Qroo WS= 133.8 Qto =3.19 c.fs. BOT. =130.8 Qtoo =5.62 c. f.s. C.B. #1 Qto = T. 60 c. f. s. Qtoo =2.64 af.s. -RET �� V I � 1 A. NAM NA21 139.9 FL FL u L- DEPRESSED LANDSCAPE AREA LANDSCAPE � "-.ft FA I X7 01,111,110, - I , , , • PIP RET. BASIN 111 \'Vo1,�,34Q, C. f. QwoWS =133 BOT.= 132.8 DEPRESSED LANDSCAPE AREA m Dm, k::��Zx Y� qZIPI � — - - - -- —_ � �Oyq�� 1248FL.' RET. BASIN #1- VOL. =24,839 c. f. Qroo WS= 121.6 BOT.= 116.6 /zo/ o —s. DEPRESSED \ I AA1ncrAOCT . 1�P1� 10 �Q1i,•y0e` 0 io :l RET. BASIN 14 VOL. =2, 659 c. f. Qioo WS= 118.6 BOT. =114.6 \ Qto =6.94 a f. s. too =11.34 a f.s. MME I \� o �\ RET. VOL 7 99 C. II Qroo 122. I ti �,& I � I I I � I I \� ---------------------------------------------- - - -��� I II \ II - - - - - \ - I \ •�� = LIMITS OF MAJOR DRAINAGE AREAS \ e I \ — — — — — — = LIMITS OF SUB —AREAS \ I I \ � II III I � I � I � Under. round Service Alert ORE YOB, o Call: TOLL FREE GRAPHIC SCALE 1-800 50 0 25 50 100 200 11111 � 227-2600 ( IN FEET ) 1 inch = 50 ft. TWO WORKING DAYS BEFORE YOU DIG MARK REVISIONS APPR. DATE PREPARED FOR: PREPARED BY: DA 7E 3101106 Q FESS/oN WHITECO RESIDENTIAL SAXON ENGINEERING SERVICES m S4-�o` 030 LE SOMBRA SUl TEA 2 SCALE. 1 " =50' co � I DEPRESSED LANDSCAPE AREAS i � /ri o�? ,ZU- C. t - 9.0 114.0E I I rl i .I •Ili V� �,�� LATIM Ii 1 Ile LANDSCAPE AREA 1l� i/ PREPARED UNDER THE DIRECT SUPERVISION OF APPROVED - CITY OF LA QUINTA 1000 E. 80TH PLACE, STE. 700N 1 CAL — — MERRILL VILLE, IN 46410 SAN CLEMENTE CA 92673 " m JOB NO.: 1675 -29 � ��• sj3o�o� � (219) 680— 3300 (949)J66-2180 \P '9TF C 1 V I L KURT M. SAXON R.C.E. 44180 EXP. 6/30/05 TIMOTHY R. JONASSON R.C.E. 45843 EXP. 12 -31 -06 OF CALF PUBLIC WORKS DIRECTOR / CITY ENGINEER DESIGNED BY: EJ DRAWN BY: EJ CHECK BY: KS EMERGENCY OVERFLOW LOCATION. SEE DETAIL ON SHT. 3 OF ROUGH GRADING PLAN. — RET. BASIN #5 VOL. =11, 059 c. f. Qroo WS =117.0 BOT. =112.0 PIPE #9 18" DIA. r- C. B. 9 Q10=119 c. f. s. Qtoo =5.62 c. f. s. —RET. BASIN #6 VOL. =1, 364 c. f. Qroo WS =119.0 BOT. =116.0 RET. S ,,,,--SAND BASIN #13 FILTER ^PIPE #2 VOL. =3,493 c. f. 24" DIA. Qroo WS= 119.1 BOT.= 115.6 C.B. #2 Qto =3.19 c.fs. Qtoo =5.62 c. f.s. IN THE CITY OF LA QUINTA POST­ DEVELOPMENT HYDROLOGY MAP MIrDff,CMU APAMMPIVTS SHEET PAWEL s• P.M. 27131 IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STALE OF CALIFORNIA BEING A PORTION OF THE SOUTH 112 OF SECTION 18, TOWNSHIP 5 SOUTH, RANGE 7 EAST, SBM OF 1 SHTS BENCHMARK: BY / 130 ELEY 139.087 DISK ON CATCH BASIN AT THE N. W. CORNER OF FRED WARING DRIVE AND WASHINGTON STREET, CITY OF PALM DESERT BENCH MARK 11JO r