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SDP 1999-654 - Aventine ApartmentsM Hydrology Report for Site Development Permit No. 99-654 City of La Quinta, California Prepared for: A.G. Spanos Corporation Prepared by: Mainiero, Smith & Associates, Inc. February 11, 2000 Project Description A multi -family residential project of 200 units is proposed on a 14.5 acre parcel, located on the east side of Adams Street approximately 800 feet north of 48"' Avenue, within the City of La Quinta. The site consists of 18 apartment buildings with open areas in the center and west sides of the project. The open areas will be used for common area and retention. Figure 1 is a vicinity map depicting the project location. Figure 2 depicts the project layout and street configuration. Existing Hydrology and Flood Control Improvements The Flood Insurance Rate Maps (FIRM) for Riverside County, prepared by the Federal Emergency Management Agency (FEMA), designates the project site as Zone C (see Figures 3A, 3B and 3C). Zone C is outside the limits of the 500- year flood boundaries, and only minimal local flooding should be expected in these areas. The City of La Quinta has regional flood control jurisdiction in this area and has required that the project retain 100% of the 100-year, 24-hour storm runoff. The project site is bisected by a ridgeline that directs flows to the east and west property lines. The undeveloped land to the north and south of the site is also bisected by the same ridgeline and directs storm flows to the east and west. The undeveloped land to the east of the site produces flow that travels southeast to a local depression. Off -site storm flows do not impinge on the project site (See Existing Hydrology Map). Proposed Hydrology and Flood Control Improvements The project site is required and designed to retain 100% of the storm runoff in the 100-year, 24-hour storm. The primary objective of the flood control improvements is to convey storm flows from the drainage areas (Areas A, B, C, D and E) to on -site retention areas (Retention Areas 1, 2 and 3) via overland flow, driveways, catch basins and storm drains. Debris interceptors and drywells are located in each retention basin to handle nuisance flow and percolate a portion of the storm flows (See Proposed Hydrology Map). Retention basins have been required, and designed to retain the accumulated runoff in the 100-year, 24-hour storm from their tributary areas. (See Shortcut Hydrograph and Retention Basin Calculation Form) Street cross -sections, catch basins and storm drains have been designed, or capacities verified to convey the peak flow rate in the 100-year, 1-hour storm (See Street Capacities, Catch Basin Capacity and Storm Drain Connector Pipe Calculations). Run -Off Analyses Two types of analyses were performed to quantify runoff for the project. 1) A Rational Method analysis was performed to quantify the peak 10-year and 100- year runoff for "proposed conditions". The rational method analysis for "proposed conditions" quantifies peak discharges for the proposed areas A, B, C, and D (See Proposed Conditions -Rational Method Calculations and Rational Method Node Map). 2) A "Shortcut Method" Synthetic Unit Hydrograph was performed to determine the runoff volume created from on -site areas tributary to the retention basins. The City of La Quinta requires the project to retain 100% of the 100- year, 24-hour storm runoff. An infiltration rate of 2.0 inches per hour was used in the retention basin sizing calculation (See Percolation Rate for Retention Basin Design letter). An Infiltration rate (constant loss rate) was established at 0.47 inches per hour for the drainage areas. This infiltration rate corresponds to a drainage area that is 85% impervious (conservative value). Results and Recommendations Proposed Conditions -Rational Method results indicate a 100-year, 1-hour storm peak flow of 7.89 cfs at the catch basin inlet for area A (node 102); 4.07 cfs at the catch basin inlet for area B (node 202); 8.78 cfs at the catch basin inlet for area C (node 302) and 4.69 cfs at the, catch basin inlet for area D (node 402). Street Capacity Calculations verify that the 100-year peak flow is contained within the street curbs. Catch Basin Capacity Calculations indicate that the catch basins are adequately sized to capture the peak flow. Storm Drain Connector Pipe Calculations indicate that the storm drains are sized to convey the peak flows and maintain the hydraulic grade line below street flowline at the catch basins. Shortcut Hydrograph and Retention Basin Sizing results indicate Area A (3.27 acres) produces 0.109 acre-feet of runoff but Retention Basin 1 percolates the runoff as it enter the retention basin; Areas B and E (6.01 acres) produces 0.200 acre-feet of runoff but Retention Basin 2 percolates the runoff as it enter the retention basin; Areas C and D (5.31 acres) produces 0.177 acre-feet of runoff but Retention Basin 3 percolates the runoff as it enter the retention basin (See Retention Basin Summary Chart). Per the City of La Quinta, the retention basins are designed with one foot of freeboard. In the event of storms larger than 100- year, storm runoff will exceed the capacity of the retention basins, pond and safely overflow. Retention Basin 2 overflow is directed toward Retention Basin 3. Retention Basin 1 overflow is directed towards Adams Street and proceeds down to Retention Basin 3. Retention Basin 3 overflow returns to Adams Street and heads south on Adams Street. Ponding elevations will not exceed proposed building pads. Summary In summary, the proposed development of Site Development Permit No. 99-654 will improve the existing drainage conditions by: a) providing retention basins with the 100-year volume capacity for on -site areas tributary to the retention basins, and b) providing a safe overflow for runoff during storms larger than the 100-year event. v Figures . i Traler :) Well . P, 2% -YE. N1 JE 33 Trailer (D 3731 4z- o 'NX r-2 Al� pp 9 C) V uj A AVENUE 46 44,,,- 0% IL cn qT 0 Cl)373C 42 • HWY. •111 J�. 2 -30 -- n .., %1',' 11-11 ❑ • • Trailer Park. z3 0 SITE iti Trailer Nrk e 7 7 48TH AVENUE 11 Well 33;Lwa 49 4 VENUE 372 "Water T. rr v R G 10 34 4N A VEN U .50 Well 1k C) II 0 0 we I 0 13 37� ve I Ip OP . . ........ . .......... 2000' C�D 6 wairr ICL fj —WL 48 J-- WSII ......A VENUE 52 so P.�`np FIGU RE 1 r�� ­ VW11 UII LIII] 111dp LU UCLCIIIIIIIC WIICII dULUdlldl rdLCS dpply LO structures in the zones where elevations or depths have been estab- lished. To determine if flood insurance is available in this community, contact your insurance agent, or call the Nauunal Flood Insurance Program, at (800) 638-6620. APPROXIMATE SCALE IN FEET 1000 0 1000 •- G NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP CITY OF LA QUINTA, CALIFORNIA RIVERSIDE COUNTY PANEL 5 OF 10 (SEE MAP INDEX FOR PANELS NOT PRINTED) COMMUNITY -PANEL NUMBER 060709 0005 A EFFECTIVE DATE: JUNE 191,1985 Federal Emergency Management Agency FIGURE 3A r. •wE MREY-x- Z H04 DRIVE. KEY TO STREETS . ROU'DE 6"RrEe",� Ho 2 cORTE Z L .'ZONE, B' LANE z PA Cl FIESTA LL DRIVE 2. CALLS' SERENA vis GRA: io ZONE B CALLE -PELIPE FIGURE 3B '- ESTWARD )NE B INO DRIVE H �- ;W" idRS g�� ^4 a x FIESTA L L m F F MP �AZ,LE 7 .. SERENA -- VIA 1; TRANQUILLO )NE VISTA -- : GRANDE KEY TO MAP 500-Year Flood Boundary — 100-Year Flood Boundary Zone Designations;; ' ZONE B 100-Year Flood Boundary ZONE B 500-Year Flood Boundary Base Flood Elevation Li.., 513 With Elevation In Feet** Base Flood Elevation in Feet (EL 987) "here Uniform Within Zone** Elevation Reference Mark RM7X Zone D Boundary River Mile •M1.5 -Referenced to the National Geodetic Vertical Datum of 1929 EXPLANATION OF ZONE DESIGNATIONS ZONE EXPLANATION A Areas of 100-year flood; base flood elevations and flood hazard factors not determined. AO Areas of 100-year shallow flooding where depths are between one (1) and three (3) feet; average depths of inundation are shown, but no flood hazard factors are determined. AH Areas of 100-year shallow flooding where depths are between one (1) and three (3) feet; base flood elevations are shown, but no flood hazard factors are determined. Al-A30 Areas of 100-year flood; base flood elevations and flood hazard factors determined. A99 Areas of 100-year flood to be protected by flood protection system under construction; base flood elevations and flood hazard factors not determined. B Areas between limits of the 100-year flood and 500- year flood; or certain areas subject to 100-year flood- ing with average depths less than one (1 ) foot or where the contributing drainage area is less than one square mile; or areas protected by levees from the base flood. (Medium shading) C Areas of minimal flooding. (No shading) D Areas of undetermined, but possible, flood hazards. V Areas of 100-year coastal flood with velocity (wave action); base flood elevations and flood hazard factors not determined. V1-V30 Areas of 100-year coastal flood with velocity (wave action); base flood elevations and flood hazard facto.rs determined. NOTES TO USER Certain areas not in the special flood hazard areas (zones A and V) may be protected by flood control structures. This map is for flood insurance purposes only; it does not neces- sarily show all areas subject to flooding in the community or all planimetric features outside special flood hazard areas. For adjoining map panels, see separately printed Index To Map Panels. INITIAL IDENTIFICATION: JUNE 19, 1985 FLOOD HAZARD BOUNDARY MAP REVISIONS: FIGURE 3C Existing Hydrology Map Proposed Hydrology Map Shortcut Hydrograph Retention Basin Calculations R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph, Effective Rain and Retention Basin Calculation Form Project 1274 Spanos Basin 1 Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT ❑ (3) DRAINAGE AREA -ACRES 3,27 (5) UNIT TIME -MINUTES 60 (7) UNIT TIME -PERCENT OF LAG (100'[5]/[6]) 0181 (9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR ]11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR 0 (13] CONSTANT LOSS RATE-INCHES/HOUR 0.47 [15] RETENTION BASIN AREA -ACRES 0.1086 [2] AREA DESIGNATION n" [4] ULTIMATE DISC HARGE-CFS-HRS/IN (645'[3]) [6) LAG TIME -MINUTES J S-CURVE O 110] TOTAL ADJUSTED STORM RAIN -INCHES 4 (12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR a [14] LOW LOSS RATE -PERCENT 90 116 RETENTION BASIN PERCOLATION-INCHES/HOUR 2 EFFECTIVE RAIN FLOOD HYDROGRAPH RETENTION BASIN PERCOLATION [17] UNIT TIME PERIOD minutes [20] PATTERN PERCENT (PL E-5.9) (21] STORM RAIN in/hr 15Qi 0IRgI 100[5] [22] LOSS RATE inlhr (23] EFFECTIVE RAIN in/hr [21]-[22] [24] FLOW cfs [25] EFFECTIVE RUNOFF acre-ft/hr [23][3]l12 (26] PERCOLATION acre-ft/hr [15][16]/12 [27] RETENTION PER PERIOD [25]-[26] [28] ACCUMULATED VOLUME MAX LOW 1.000 1.200 0.048 0.470 0.043 0.005 0.016 0.0013 0.0181 -0.0168 0,000 2.000 1.300 0.052 0,470 0,047 0.005 0.017 0.0014 0.0181 -0.0167 0.000 3.000 1.800 0.072 0.470 0.065 0.007 0.024 0.0020 0.0181 -0.0161 0,000 4.000 2.100 0.084 0.470 0.076 0.008 0.028 0,0023 0,0181 -0.0158 0,000 5.000 2.800 0112 0.470 0.101 0.011 0.037 0.0031 0.0181 -0.0150 0,000 6.000 2.900 0.116 0.470 0.104 0.012 0.038 0.0032 0.0181 -0.0149 0.000 7.000 3.800 0.152 0.470 0.137 0.015 0.050 0,0041 0,0181 -0.0140 0,000 8.000 4.600 0.184 0.470 0.166 0.018 0.061 0.0050 0.0181 -0.0131 0,000 9.000 6.300 0.252 0.470 0,227 0.025 0.083 0.0069 0.0181 -0.0112 0.000 10,000 8.200 0.328 0.470 0.295 0.033 0.108 0.0089 0.0181 -0.0092 0.000 11.000 7,000 0.280 0.470 0.252 0.028 0.092 0.0076 0.0181 -0,0105 0,000 12.000 7.300 0.292 0.470 0.263 0.029 0.096 0.0080 0.0181 -0.0101 0.000 13.000 1 10.800 0.432 0.470 0.389 0.043 0,142 0.0118 0.0181 -0.0063 0,000 14.000 11,400 0.456 0.470 0.410 0.046 OA50 0.0124 0.0181 -0.0057 0.000 15.000 10.400 0.416 0.470 0.374 0.042 0.137 0,0113 0.0181 -0,0068 0,000 16.000 8,500 0.340 0.470 0,306 0.034 0.112 0.0093 0.0181 -0.0088 0,000 17.000 1.400 0.056 0.470 0.050 0.006 0.018 0.0015 0.0181 -0.0166 0.000 18.000 1.900 0.076 0.470 0.068 0.008 0.025 0.0021 0.0181 -0.0160 0.000 19.000 1.300 0.052 0.470 0.047 0.005 0.017 0.0014 0.0181 -0.0167 0.000 20.000 1.200 0.048 0.470 0.043 0.005 0.016 0.0013 0.0181 -0.0168 0.000 21.000 1.100 0.044 0.470 0.040 0.004 0.015 0.0012 0.0181 -0.0169 0,000 22.000 1.000 0.040 0.470 0.036 0.004 0.013 0.0011 0.0181 -0,0170 0.000 23.000 0.900 0.036 0,470 0.032 0.004 0.012 0.0010 0.0181 -0.0171 0.000 24.000 0.800 0.032 0,470 0,029 O.A03 0.011 0.0009 0.0181 -0.0172 0.000 TOTALS 0.40001 1.31891 1 1 MAX:.000 EFFECTIVE RAIN = 0.4 INCHES/ACRE MAX RETENTION = 0 ACRE -FT R:\Documents\l 274\Memos\[l 274 basin 1 Unit Hydrograph Effective Rain and Basin 100 24hrl xls], 1/4/00 5:30 PM MAINIERO, SMITH ASSOCIATES, INC. R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph, Effective Rain and Retention Basin Calculation Form Project 1274 Spanos Basin 2 Net rain 100 yr. 24 hr. Sheet 1 of 1 By JAD Date Checked Date [1] CONCENTRATION POINT 0 [3) DRAINAGE AREA -ACRES 6.01 [5) UNIT TIME -MINUTES 60 [7] UNIT TIME -PERCENT OF LAG (100-[5]/[6]) 0 [9) STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR 0 [13) CONSTANT LOSS RATE-INCHES/HOUR 0.47 [15] RETENTION BASIN AREA -ACRES 0.1164 [2] AREA DESIGNATION "B" & "E" [4] ULTIMATE DISC HARGE-CFS-HRS/IN (645'[3]) ❑ [6] LAG TIME -MINUTES 0 [8] S-CURVE 0 [10] TOTAL ADJUSTED STORM RAIN -INCHES 4 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0 [14] LOW LOSS RATE -PERCENT 9❑ 16RETENTION BASIN PERCOLATION-INCHES/HOUR 2 EFFECTIVE RAIN FLOOD HYDROGRAPH RETENTION BASIN PERCOLATION [17] UNIT TIME PERIOD minutes [20] PATTERN PERCENT (PL E-5.9) [21) STORM RAIN in/hr 601101E20] [22] LOSS RATE in/hr [23] EFFECTIVE RAIN in/hr [21]-[22] [24] FLOW cfs [25] EFFECTIVE RUNOFF acre-ft/hr [23][3]/12 [26] PERCOLATION acre-fUhr [15][16]/12 [27] RETENTION PER PERIOD [25]-[26] [28] ACCUMULATED VOLUME 100[5] MAX LOW 1.000 1,200 0.048 0,470 0.043 0.005 0.029 0.0024 0.0194 -0.0170 0.000 2000. 1.300 0.052 0.470 0,047 0,005 0.032 0.0026 0.0194 -0,0168 0.000 3.000 1.800 0.072 0.470 0.065 0.007 0.044 0.0036 0.0194 -0.0158 0.000 4.000 2.100 0.084 0.470 0,076 0.008 0.051 0.0042 0.0194 -0.0152 0.000 5.000 2.800 0.112 0A70 0.101 0.011 0.068 0.0056 0.0194 -0.0138 0.000 6,000 2.900 0,116 0.470 0,104 0.012 0.070 0,0058 0.0194 -0.0136 0.000 7.000 3.800 0,152 0.470 0.137 0,015 0.092 0,0076 0.0194 -0.0118 0.000 8.000 4.600 0.184 0.470 0.166 0.018 0,112 0,0092 0.0194 -0.0102 0.000 9.000 6.300 0.252 0.470 0,227 0,025 0.153 0.0126 0.0194 -0.0068 0.000 10.000 8.200 0.328 0,470 0,295 0.033 0,199 0.0164 0.0194 -0.0030 0.000 11.000 7.000 0.280 1 0.470 0.252 0,028 0.170 0,0140 0.0194 -0,0054 0.000 12.000 7.300 0.292 0.470 0,263 0.029 0.177 0,0146 0,0194 -0,0048 0.000 13.000 10.800 0.432 0.470 0.389 0.043 0.262 0.0216 0.0194 0.0022 0.002 14.000 11.400 0,456 0.470 0.410 0.046 0.276 0.0228 0,0194 0.0034 0.006 15,000 10A00 0.416 0.470 0.374 0.042 0,252 0,0208 0,0194 0.0014 0.007 16.000 8.500 0.340 0.470 0.306 0.034 0,206 0,0170 0.0194 -0.0024 0.005 17,000 1.400 0,056 0.470 0,050 0,006 0,034 0.0028 0.0194 -0.0166 0.000 18.000 1.900 0.076 1 0.470 0.068 0,008 0.046 0,0038 0,0194 -0.0156 0.000 19.000 1.300 0,052 0.470 0.047 0.005 0.032 0,0026 1 0,0194 -0.0168 0.000 20,000 1.200 0,048 0.470 0.043 0,005 0.029 0.0024 1 0.0194 -0.0170 0.000 21,000 1.100 0.044 0.470 0.040 0,004 0.027 0,0022 1 0,0194 -0.0172 0.000 22.000 1.000 0.040 0.470 0.036 0.004 0.024 0.0020 0.0194 -0,0174 0.000 23.000 0.900 0.036 0.470 0.032 0,004 0.022 0.0018 0.0194 -0.0176 0.000 24.000 0.800 0.032 0.470 1 0.029 0,003 0.019 0,0016 0.0194 -0.0178 0.000 TOTALS 0.4000 24240 MAX:.007 EFFECTIVE RAIN = 0.4 INCHES/ACRE MAX RETENTION = 0.007 ACRE -FT R:\Documents\1274\Memos\[1274 basin 2 Unit Hydrograph Effective Rain and Basin 100 24hr1 xls], 1/5/00 8:32 AM MAINIERO, SMITH ASSOCIATES, INC. R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph, Effective Rain and Retention Basin Calculation Form Project 1274 Spanos Basin 3 Net rain 100yr, 24 hr Sheet 1 of 1 By JAD Date Checked Date (1] CONCENTRATION POINT 0 (3) DRAINAGE AREA -ACRES 5.31 (5] UNIT TIME -MINUTES 60 [7] UNIT TIME -PERCENT OF LAG (100-[5]/[6]) 0 (9) STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG)-INCHES/HOUR 0 (13] CONSTANT LOSS RATE-INCHES/HOUR 0,47 [15] RETENTION BASIN AREA -ACRES 0.1839 [2] AREA DESIGNATION "C" & "D" [4] ULTIMATE DISCHARGE-CFS-HRS/IN (645-[3]) 0 [6] LAG TIME -MINUTES 0 [8] S-CURVE 0 [10] TOTAL ADJUSTED STORM RAIN -INCHES 4 (12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0 [14] LOW LOSS RATE -PERCENT 90 116 RETENTION BASIN PERCOLATION-INCHES/HOUR 2 EFFECTIVE RAIN FLOOD HYDROGRAPH RETENTION BASIN PERCOLATION [17] UNIT TIME PERIOD minutes [20) PATTERN PERCENT (PL E-5.9) [21] STORM RAIN in/hr 60 10 20 100[5] (22] LOSS RATE in/hr [23] EFFECTIVE RAIN in/hr [21]-[22] [24] FLOW cfs [25] EFFECTIVE RUNOFF acre-ft/hr [23][3]/12 [26] PERCOLATION acre-fUhr [15][16]/12 [27] RETENTION PER PERIOD [25]-[26] (26] ACCUMULATED VOLUME MAX LOW 1.000 1.200 0.048 0.470 0.043 0.005 0,026 0,0021 0.0307 -0.0285 0.000 2.000 1.306 0.052 0.470 0,047 0.005 0.028 0.0023 00307 -0.0283 0.000 3.000 1.800 0.072 0.470 0.065 0,007 0,039 0.0032 00307 -0.0275 0,000 4,000 1100 0.084 0.470 0.076 0.008 0,045 0,0037 0.0307 -0.0269 0.000 5.000 2.800 0.112 0 470 0 101 0.011 0.060 0,0050 0.0307 -0,0257 0,000 6.000 2.900 0.116 0.470 0.104 0 012 0.062 0.0051 0.0307 -0.0255 0,000 7,000 3,800 0.152 1 0.470 0.137 1 0,015 0,081 0.0067 0.0307 -0.0239 0.000 8.000 4,600 0.184 0.470 0.166 0 018 0,099 0.0081 0.0307 -0.0225 0.000 9.000 6.300 0,252 0.470 0.227 0 025 0.135 0.0112 0.0307 -0.0195 0.000 10 000 8,200 0.328 0,470 0.295 0,033 0.176 0.0145 0.0307 -0,0161 0,000 11.000 7,000 0,280 0.470 0.252 0.028 0.150 0.0124 0.0307 -0.0183 0.000 12.000 7.300 0,292 0.470 0.263 0.029 0.156 0.0129 0.0307 -0, 0177 0.000 13.000 10.800 0.432 0.470 0.389 0.043 0.231 0.0191 0,0307 -0 0115 0.000 14.000 11.400 0.456 0.470 0.410 0..046 0.244 0.0202 0.0307 -0.0105 0.000 15.000 10.400 0.416 0.470 0,374 0.042 0.223 0.0184 0.0307 -0.0122 0.000 16.000 8.500 0.340 0.470 0.306 0.034 0.182 0.0150 0.0307 -0.0156 0.000 17.000 1.400 0.056 0.470 0.050 0.006 0,030 0,0025 0.0307 -0.0282 0.000 18,000 1.900 0,076 0.470 0,068 0.008 0.041 0,0034 00307 -0 0273 0.000 19,000 1.300 0.052 0.470 0.047 0.005 0.028 0.0023 0.0307 -0.0283 0.000 20 000 1.200 0.048 0.470 0,043 0.005 0.026 0.0021 0.0307 -0.0285 0.000 21.000 1.100 0,044 0.470 0,040 0.004 0.024 0,0019 00307 -0,0287 0.000 22,000 1.000 0,040 0.470 0.036 0.004 0.021 0.0018 0.0307 -0.0289 0.000 23.000 0,900 0.036 0.470 0.032 0.004 0.019 0.0016 0.0307 -0.0291 0.000 24.000 0.800 0.032 0.470 0.029 0,003 0.017 0.0014 0.0307 -0.0292 0,000 TOTALS 0,4000 2.1417 MAK .000 EFFECTIVE RAIN = 0.4 INCHES/ACRE MAX RETENTION = 0 ACRE -FT R:\Documents\1274\Memos\[1274 basin 3 Unit Hydrograph Effective Rain and Basin 100 24hr1,xls], 1/4/00 5:36 PM MAINIERO, SMITH ASSOCIATES, INC. ell ;� '% �: ' -ti ram. .•,••y." • L,'� t!S" s•^4R� ...s.-...., -':, s I's r;•. 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N PI PIf Pf PI PIf f ♦NNNNNddl�l�m dMmmPP OeOrNPINN d h P orNNN o OPPP•m . • • • . • • • • • • . • • • • • . • . • • • • • r ^ r r r w r r .-. r ^ N N N r r N N •+ r w r ^NPI f Ndhm P erNPl♦ Ndhm PNNNNNNNNN Nm PI PI PI PI PI PI PI PI PI ♦ ♦ ♦ a a f a'♦ zc _� >` •SP O : : = : : : Nd rdP NI�dPP dNPIN 1 K rrNNNhNNN NNPI PI PI♦ aN ^ • • • • N W ^ d a 0 W O Z r P e w NPI ♦N dh m PerNPIaNdM 6 PO rN rQ• a ViNN NNNNNN Nd dd dd dd d d OP-r n H W dnmPnmmed♦�f Plaf �NNdPrfN♦ r r N I�PrNf f f NdM-mON dPI /� ♦NP N dN ♦ O rrNNNNNNNN NPI PI PI ♦♦Nd d Py1 PIr r N PI ♦ f N d d d d d h L� m m m 0 0^ N N m e N N P N N m r P r Pl m^ N ^rrr•+4----------NNNNNNL�I PI PI PIf f fNdmON^ N d d d d n : r r r •- m m m m m m m m m m m m P m P P P P P P P e ^ N PI ♦ f N N d d • • • • • • • • • • • • • • • • • ^ r r r r r r r r ^ r r r r r r rNPIf NdrmPerN PI♦NdhmPerNPI♦NdI�mP erNPI♦ NdM-mPorN PI♦NdMm r r..r.. rr r-+rNNNNNNNNNNPI PI PI PI PI PI PI PI I•I PI a a f f 01 f a Q L =Y N eP f PI•I eW m w r r N N 0 Pa 2 O O rm rPdl•Ia ePld :N I � PI ♦ Na dPmP NNd a N W w 6 ••O ddP1 P1 PI11NPf^fPPIN rrm f I Ca F— .............. f f PIN 0 ^ L, Z O y O PI PI rNNmNmmN d � •. �u �.o dh a :PI •+P O :N oN mPINP Om m d _ •.• • • • • I 1111W _....N..-.w..w^rr-NNNNNNNNI•I PIN PI PIf NPIdhmNN^r • a M 0 ZO W•.• ^NPI ♦NdMm PO rNPI♦ NdP-mPe rN I'll Nd Mm P OrN PI f N d •..R rrrrrrrwrrNNNNNNNNNNPI PI PI Pf PI PI PI F W a RCFC & WCD HYDROLOGY RAINFALL PATTERNS IN PERCENT PLATE E-5.9 ACTUAL IMPERVIOUS COVER Recommended Value Land Use. (1) Range -Percent For Average Conditions-Percent(21 Natural or Agriculture 1 .0 - 10 1 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (1i Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 USE 66 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 I 90 Business or Industrial Notes: s, 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also: be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC a'WCD rJYOROLOGY NIJANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E-6.3 producing storm of March 1938. Tabulations of these patterns are given on Plate E-5.9 for selected unit time periods. These patterns are consid- ered to represent a reasonable distribution of rainfall which will cause critical runoff conditions during major storm events. Loss Rates - Factors influencing loss rates are discussed in detail in Section C of this report. Where sufficient data is available loss rates for unit hydrograph hydrology can be estimated from a study of rain- fall -runoff relationships of major storms. Where such data is not avail- able loss rates for .pervious areas can be estimated using Plates E-6.1 and E-6.2. Loss rates for pervious areas estimated in this manner are generally consistant with ,previous District studies, and with loss rates developed by the Los Angeles District USCE in numerous hydrology studies in the Southern California area. Loss rates for pervious areas can be adjusted to account for devel- oped area using the relationship: OW -2- 0 +c))(0 F = Fp (1.00-0.9Ai) F• r F where: v F - Adjusted loss rate - inches/hour Fp Loss rate for pervious areas - inches/hour (Plate E-6.2) Ai - Impervious area (actual) - decimal percent (Plate E-6.3) Adjusted loss rates for the Synthetic Unit Hydrograph method on typical watersheds,in the District run generally from 0.10 to 0.40 inches per hour, with most falling between 0.20 and 0.25 inches per hour. For short storms with durations of 6-hours or less the adjusted loss rate may be taken as constant. For longer duration storms the loss rate should normally be varied to decrease with time to yield a mean equal to the adjusted loss rate. For the 24-hour storm the loss curve can be expressed as a function of time: E-8 Percolation Rate for Retention Basin Design Letter Feb 10 00 02:46p Earth Systems Consultants 760 345-7315 p.2 Earth Systems Consultants ��► Southwest 79-81 lB Country Club Drive Bermuda Dunes, CA 92201 (760)345-1588 (800)924-7015 FAX (760) 345-7315 February 10, 2000 File No.: 07216-02 00-02-741 The Spanos Corporation 5029 La Mart Drive Riverside, California 92506 Attention: Mr. Jack Lucas Project: Proposed 200 Unit Apartment Complex Adams Street, north of Avenue 48 La Quinta, California Subj ect: PERCOLATION RATE FOR RETENTION BASIN DESIGN Reference: Letter of Percolation Rates for the proposed 200 Unit Apartment Complex, La Quinta, California, prepared by Earth Systems Consultants Southwest, dated September 23, 1999. As requested, we have reviewed our files with regards to the suggested design infiltration rate for storm water retention at the subject site. We have also have telephone conversation with your design cngineer with regards to how the collection system is to be constructed. We understand that there will be an interceptor pit *ith and inverted pipe that will allow for de -silting and prevent the oils that float on the water surface from entering the basin. Additionally, we understand that the basin has an emergency overflow that allows excess water to flow into the La Quinta evacuation channel located down gradient from the subject site. Based on this information is our opinion that the safety factor suggested in the geotechnical engineering report may be waived and that an infiltration rate of 2.0 in./hr. may be used. If you have any questions please do not hesitate to contact this office. Respectfully submittecT`ssl EARTH SY co ANTS Southwest U E� Q CE 38234 rn 1[f 19 EXP. 3131/01 raig S. Hill CE 38234��i.,G��t Letter/tg Distribution: 2/The Spanos Corporation 1/BD File 1/VTA File Retention Basin Summary Chart Retention Basin Summary Chart Area Area Size Total Runoff Basin No. Total Infiltration Total Volume "A'' 3.27 acres 0.109 ac-ft 1 0.109 ac-ft 0.00 ac-ft "B" & "E" 6.01 acres 0.200 ac-ft 2 0.200 ac-ft 0.00 ac-ft "C" & "D'' 5.31 acres 0.177 ac-ft 3 0.177 ac-ft 0.00 ac-ft Proposed Conditions Rational Method Calculations RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-7066 DESCRIPTION OF STUDY * 1274 AVENTINE * 100 YEAR STORM ' * NORTH STREET ' .-.... ........... ........ «...,,..........*....*....,,*..«.*..*..,M..... FILE NAME: 1274A.DAT TIME/DATE OF STUDY: 10:24 12/28/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION. USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .500. 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5900 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 879.01 UPSTREAM ELEVATION = 62.32 DOWNSTREAM ELEVATION = 57.91 ELEVATION DIFFERENCE = 4.41 TC = .323*[( 879.01 **3)/( 4.41)]**.2 = 14.006 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.775 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8228 SUBAREA RUNOFF(CFS) = 7.89 TOTAL AREA(ACRES) = 2.54 TOTAL RUNOFF(CFS) = 7.89 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 7.89 Tc(MIN.) = 14.01 TOTAL AREA(ACRES) = 2.54 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-7066 ******"** *""" DESCRIPTION OF STUDY ************************** * 1274 AVENTINE * 100 YEAR STORM * EAST STREET x."............x...........x...,..x...M.* .++�..............x.......... FILE NAME: 1274B.DAT TIME/DATE OF STUDY: 10:38 12/28/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .500• 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5900 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 246.65 UPSTREAM ELEVATION = 62.44 DOWNSTREAM ELEVATION = 61.15 ELEVATION DIFFERENCE = 1.29 TC = .323*(( 246.65**3)/( 1.29)]**.2 = 8.355 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.120 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8359 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) _ .95 TOTAL RUNOFF(CFS) = 4.07 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 4.07 Tc(MIN.) = 8.35 TOTAL AREA(ACRES) _ .95 END OF RATIONAL METHOD ANALYSIS •.w4***ww.r.H.�.w..a.w**ws�a.ww.........................*............. N . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-7066 ************************** DESCRIPTION OF STUDY * 1274 AVENTINE * 100 YEAR STORM * SOUTH STREET FILE NAME: 1274C.DAT TIME/DATE OF STUDY: 10:43 12/28/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRAD]ENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .500. 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5900 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 897.82 UPSTREAM ELEVATION = 62.44 DOWNSTREAM ELEVATION = 57.93 ELEVATION DIFFERENCE = 4.51 TC = .323*[( 897.82**3)/( 4.51)]**.2 = 14.121 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.757 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8226 SUBAREA RUNOFF(CFS) = 8.78 TOTAL AREA(ACRES) = 2.84 TOTAL RUNOFF(CFS) = 8.78 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 8.78 Tc(MIN.) = 14.12 TOTAL AREA(ACRES) = 2.84 END OF RATIONAL METHOD ANALYSIS CAL RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-7066 DESCRIPTION OF STUDY'*'******************"*" * 1274 AVENTINE ' * 100 YEAR STORM ' ' WEST STREET * .. ................................... f.f ffftNf.ff..f.i.ff.*..f.►.Hxwf ik FILE NAME: 1274D.DAT TIME/DATE OF STUDY: 10:47 12/28/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2-YEAR, 1-HOUR PRECIPITATION(INCH) _ .500. 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE _ .5900 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES ................ ......f....................... ......,.,.....r,............+. FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 --------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 488.29 UPSTREAM ELEVATION = 56.52 DOWNSTREAM ELEVATION = 55.21 ELEVATION DIFFERENCE = 1.31 TC = .303*[( 488.29**3)/( 1.31)]**.2 = 11.785 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.180 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8636 SUBAREA RUNOFF(CFS) = 4.69 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.69 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 4.69 Tc(MIN.) = 11.79 TOTAL AREA(ACRES) = 1.30 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-7066 ************************** DESCRIPTION OF STUDY * 1274 AVENTINE * 10 YEAR STORM * NORTH STREET FILE NAME: 1274A.DAT TIME/DATE OF STUDY: 17:18 12/28/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .500 , 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .9621 SLOPE OF INTENSITY DURATION CURVE = .5900 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 879.01 UPSTREAM ELEVATION = 62.32 DOWNSTREAM ELEVATION = 57.91 ELEVATION DIFFERENCE = 4.41 TC = .323*[( 879.01 **3)/( 4.41)]**.2 = 14.006 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.270 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8001 SUBAREA RUNOFF(CFS) = 4.61 TOTAL AREA(ACRES) = 2.54 TOTAL RUNOFF(CFS) = 4.61 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 4.61 Tc(MIN.) = 14.01 TOTAL AREA(ACRES) = 2.54 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-7066 ...Y.-.................... DESCRIPTION OF STUDY .....""""""'""- 1274 AVENTINE ' x 10 YEAR STORM " ' EAST STREET ` ............... •...........ff.fYff-xxf.fawfxtrn.......fHafxwfRlffwxffYffAYf FILE NAME: 1274B.DAT TIME/DATE OF STUDY: 7:57 12/29/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .500 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .9621 SLOPE OF INTENSITY DURATION CURVE = .5900 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES .....N..................... A.i...A.......... .............. �w..x.wxy...... FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K'[(LENGTH--3)/(ELEVATION CHANGE)]-'.2 INITIAL SUBAREA FLOW -LENGTH = 246.65 UPSTREAM ELEVATION = 62.44 DOWNSTREAM ELEVATION = 61.15 ELEVATION DIFFERENCE = 1.29 TC = .323-[( 246.65--3)/( 1.29)]--.2 = 8.355 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.079 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8137 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) _ .95 TOTAL RUNOFF(CFS) = 2.38 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.38 Tc(MIN.) = 8.35 TOTAL AREA(ACRES) _ .95 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH &ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-7066 DESCRIPTION OF STUDY ********«««*«*«*««*«**«««* * 1274 AVENTINE * 10 YEAR STORM « *SOUTH STREET ........-..r................ #......... ***.*i......R'RRR#.*�i.l..!!!!k!.!!!!! FILE NAME: 1274C.DAT TIME/DATE OF STUDY: 7:59 12/29/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------ USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .500. 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .9621 SLOPE OF INTENSITY DURATION CURVE = .5900 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES ►f.R.«M.w.•.*►M.w.#Af1kRR*kA.#*#RkAA#f1M#kRRAkMRM#RRlk«kkkRl.A*f.M..*..iR*...k FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 > > -RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH''3)/(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOW -LENGTH = 897.82 UPSTREAM ELEVATION = 62.44 DOWNSTREAM ELEVATION = 57.93 ELEVATION DIFFERENCE = 4.51 TC = .323*[( 897.82"3)/( 4.51)]'*.2 = 14.121 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.259 SOIL CLASSIFICATION IS "A" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .7998 SUBAREA RUNOFF(CFS) = 5.13 TOTAL AREA(ACRES) = 2.84 TOTAL RUNOFF(CFS) = 5.13 TEND OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 5.13 Tc(MIN.) = 14.12 TOTAL AREA(ACRES) = 2.84 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS t....+..................... ........... .................... **.... ...* ....... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-7066 DESCRIPTION OF STUDY """`"""""""'*""""""""""*' * 1274 AVENTINE * 10 YEAR STORM ' WEST STREET .............. "....... .........*..,...,.,......,......... .....,.........", FILE NAME: 1274D.DAT TIME/DATE OF STUDY: 11:27 12/30/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 2-YEAR, 1-HOUR PRECIPITATION(INCH) = .500 100-YEAR, 1-HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .9621 SLOPE OF INTENSITY DURATION CURVE = .5900 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW -LENGTH = 488.29 UPSTREAM ELEVATION = 56.52 DOWNSTREAM ELEVATION = 55.21 ELEVATION DIFFERENCE = 1.31 TC = .303*[( 488.29**3)/( 1.31)]**.2 = 11.785 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.513 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8523 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.78 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 2.78 Tc(MIN.) = 11.79 TOTAL AREA(ACRES) = 1.30 ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Rational .Method Node Map Street capacity Calculations NORTH STREET Qloo=7.89 cfs STREET SLOPE=0.005 SIDE SLOPE:47 MANN NG'S n=0.015 SOLVE FOR: d MANNING'S EQUATION Units (ft) = FEET Depth (ft) = . 9> <--- Discharge (cfs) _ <7.99*, Manning's n = <.015> Slope (decimal) _ <. 005> Bottom Width(ft)= <0> Side Slope = <47: 0.29' Rec/Trap/Tria C/L 1 26' Created Revised 05-Jan-0i y 05-Jan-00 05 a 5c i Area (sq ft) Velocity (ft/s) = Froude Number - Critical Depth (ft) - Normal Depth (ft) - Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) _ 1 100' 3' 1 1.50' OD N LO 0 1.5� O 1.5��� ❑ n 4. 05 1.95 0.90 0.28 0.29 0.15 0.10 27.58 NORTH STREET Qio=4.61 cfs STREET SLOPE=0.005 SIDE SLOPE:47 MANNING'S n=0.015 SOLVE FOR: d MANNING'S EQUATION Units (ft) = FEET Depth (ft) = <. 24::> --- ,Discharge (cfs) = ::4. 61.", )Manning's n = Slope (decimal) _ Bottom Width(ft)= ;Side Slope = <47::> d=0.24' Created Revised (-)5-Jan-(-)(.) ()5-Jan-(-)(_) i 5: 49 Rec/Trap/Tr is Are:. (sg ft) - Velocity (ft/s) _ FrOUde Nu.mher = Critical Depth (ft) _ f Normal Depth (ft) - Hydraulic Radius (ft)= Depth to Centroi.d(ft)= Top Width (ft) - C/L 1 26' 1 1.50' 3' 1 1.50' 00 N LO 0 1•5�. O 1.5f o a ❑ 2. 70 1.71 (). e7 0.23 Via. 24 o. 1: 0. caS 22.55 EAST STREET Qlo=2.38 cfs STREET SLOPE=0.005 SIDE SLOPE:47 MANNING'S n=0.015 SOLVE FOR: d d=0.19' S EQUATION Rec!Trap!Tria Units (f t) = FEET Area (sq t t) = 1.65 Depth (tt) _ ;.19, -- Velocity (ttis) - 1.44 Discharge (cfs) _ :2..3B , Fronde Number = 0.83 Manning's n = ::.ciis:, Critical Depth (+t) - C).17 Slope(decimal) _ ::.Qi)S:? Normal Depth (.ft) = ia.19 Bottom Width(•ft)= v Hydra.ulic RadiUS (-Ft)= o.ci9 Depth to Centroid(ft)= o.06 ,Side Slope = <47> Top Width (+t) - 17.6Cr CA 1 26' 1 1.50' 3' 11.50' ao N in � 1.SN� O 1.5 a tl EAST STREET Qloo=4.07 cfs STREET SLOPE=0.005 SIDE SLOPE:47 MANNING'S n=0.015 SOLVE FOR: d MANNING'S EQUATION `Units (ft) = FEET Depth (ft) = ':. 23:' -- Discharge (cfs) _ Manni.ng's n = ,Slope(decimal) _ -.::.Oo5::> Bottom Width(ft)= ---`.0*> Side Slope = 47 d=0.23' Created Revised ia5-Jan-00 C5-Jan-0C sa5:4e Rec/Trap/Trig Area (sq ft) _ 2.46 Velocity (ft/s) = 1.65 FrOUde Number - 0.86 Critical Depth (f't) = 0.22 Normal Depth (ft) = 0.' ? Hydraulic RadiUS ('ft)= C).11 Depth to Centroid(ft)= 0.08 Top Width (ff) _ 21.52 C/L 1 26' 1 1.50' 3' 11.50' o� N in O ]•5� O t.5f MIN. a SOUTH STREET Qlo=5.13 cfs STREET SLOPE=0.005 SIDE SLOPE:46 MANNING'S n=0.015 SOLVE FOR: d MANNING'S EQUATION Units (it) = FEET Depth (it) = <.25: --- ' Discharge (cfs) = <5. 1 3:> Manning's n - < .015::> Slope (decimal) = <:. 005? Bottom Width (ft) = <0> ' Side Slope = •<:46:> d=0.25' Rec/Trap/Tria C/L 1 28' Created Revised 05-,Jan-00 05-Jan-s 0 05: 4S Area (sg it) Velocity (ft/s) _ Froude Number - Critical Depth (ft) Normal Depth (+t) - Hydraulic Radius (+t)= Depth to Centroid(+t)= Top Width (+t) - 2.92 1.76 0.87 0.^4 0.25 0. P V. OS 23.17 SOUTH STREET Qloo=8.78 cfs STREET SLOPE=0.005 SIDE SLOPE:46 MANNING'S n=0.015 SOLVE FOR: d d=0.31' Created Revised 05-Jan-0i a 05_Jan-0c a i a5: 49 MANNING'S EQUATION Rec/Trap/Trig Units (ft) = FEET Area (sq ft) _ Depth (ft) _ ..31: --- Discharge (cfs) _ <8.779999999999999> Manning's n = r Slope(decimal) _ <.005> Bottom Width(ft)= <0> Side Slope = <46;:- C/L 28' Velocity (ft/s) _ Frou.de Number = Critical Depth (ft) _ Normal Depth (f t) Hydraulic Radius (ft)= Depth to Centroid(ft)= Top Width (ft) _ 4.36 2.01 0.90 Catch Basin Calculations 10 8 6 5 4 3 ij C I W F­ t 3 0.8 W6 0 = 0.6 W 0.5 0 04 0.3 0.2 GRATE INLET CAPACITY EAST STREET CATCH BASIN IN SUMP CONDITION 24" X 24" GRATE WITH OUT CURB GRATE PERIMETER REDUCED TO ACCOUNT FOR CLOGGING P=1'+21+2'+1'=6' Q,00=4.07 cfs d=1.15' SOLVE FOR: QG QG = 21.25 cfs I GRATE QPIrN1NG RATIO ALI P-1-7/6-4 0.8 . Q P-1.7/8 0.9 P-I-1/8 0.6 Retieuline 0.8 h • Curved Yon# 0.35 30° fill -bar 0.34 fa • Tested i I I i CURS r W 3 y �d A = CLEAR OPEt ING AREA p P _ 2W + L (WITH CURB) P=2(W+L) (WITHOUT CURB) a 2 3 4 5 6 8 10 01=CHAHE n (FT 3/3) 20 30 40 50 60 80 100 CHART 11. Grate inlet capacity in sump conditions. Figure IV-20. Grate inlet capacity in sump conditions (Reference IV-4, p. 71) 10 e 6 5 4 3 N 0.4 0.2 0.2 GRATE INLET CAPACITY SOUTH STREET CATCH BASIN IN SUMP CONDITION 36" X 36" GRATE WITH OUT CURB GRATE PERIMETER REDUCED TO ACCOUNT FOR CLOGGING P=1.5'+3'+3'+1.5'=9' Qloo=8.78 cfs d=0.6' SOLVE FOR: QG QG = 11.1 cfs GRATE QL>ENING RATIO CV P-1-7/8-4 0.8 P-1.7/8 0.9 P-1-1/8 0.6 Q Relicuisne 0.8 • Curved vane 0.35 300 tilt -bar 0.34 e1 r° ti 0 f • Tested f I CURB Q T © W F� Q� N 1 y 0 h-- L 0 �0 A CLEAR OPENING AREA a P 2W + L (WITH CURB) -P 2(W+L) (WITHOUT CURB) 2 3 4 5 6 8 10 ascll m a (FT 3/al 20 30 40 50 60 80 100 CHART 11. Grate inlet capacit; in scarp conditions. Figure IV-20. Grate inlet capacity in sump conditions (Reference IV-4, p. 71) 10 8 6 5 4 3 i] 1 3 0.6 0 = O.E I- W 0.5 ea 0.4 0.2 0.2 GRATE INLET CAPACITY NORTH STREET CATCH BASIN IN SUMP CONDITION 36" X 36" GRATE WITH OUT CURB GRATE PERIMETER REDUCED TO ACCOUNT FOR CLOGGING P=1.5'+3'+3'+1.5'=9' Qloo=7.89 cfs d=0.7' SOLVE FOR: QG QG=15.5cfs GRATE 2!MING RATIO P-1.7/8-4 0.8 '� P P-1-7/8 0.9 P-1-1/8 0.6 Reticuline 0.8 • Curved vwe 0.35 30° till -bar 0.34 I h s0 I °1O • Tested I 1 CURB T 2 W ,r y F� �^ U I �q A = CL AR OPENING AREA 1 P =. 2 + L ( WITH CURB) P = 2( 4-0 (WITHOUT CURB) a 2 3 4 6 6 8 10 ascH11 et a (FT 3/s) 20 30 40 50 60 80 100 CHART 11. Grate inlet capacity in sump conditions. Figure IV-20. Grate inlet capacity in sump conditions (Reference IV-4, p. 71) 0 FRAME 1 23 3/4" OPENINGF^ EXCEPT FOR REINFORCING T -►; T BAR SHOWN ADJACENT TO 2" 2' FRAME, REINFORCE TOP SLAB 3, a�i r3" 7f WITH NO. 3 BARS SPACED 6" C-C. +++ ;- l ll L' III I ; -ttttt Fr-:' 2" CLEARANCE (TYP)_ BACK OF CURB fI�T�D_L1J J_n�T' +++F+ +-I+4+-, i Ik�+�IF-LIII J-44p4- FL- GUTTER EXPANSION JOINT PARKWAY COVER & FRAME STD. NO. 608. ANCHOR R=4' CURB DEPRESSION 1 1/2" OR AS NOTED —FL 4'-0" MIN. OPENING GUTTER OPENING TO BE SPECIFIED r.�O¢Q' ON IMPROVEMENT PLAN. b SEE NOTES - STD. 300-A EXPANSION JOINT v I ` SEE STD. 311 FOR GUTTER DEPRESSION ¢ TYP- rSEE STD. NO. 304 FOR DETAIL OPENING NORMAL GUTTER !I FLOWLINE * 6-0" J 4„LL 41 --- - . 2 112" I I • ip 6" •' 1'-6' I1L' NO.4 BARS @ 18" C-C �I I. I MIN. 3" EMBEDMENT T N JOINT - • sI •. � . � C�NSTRUC 10 . - ... II • . 1 1/2" CLEAR TYPICAL r —�! T i-= 3' - = 1 I" SECTION A -A CATCH BASIN SHALL BE CLASS "A" P.C.C. *TOP OF CATCH BASIN TO BE POURED MONOLITHIC WITH SIDEWALK, 6 FT. ases+o APPROVED BY: ,a';L.�, '*r COUNTY OF RIVERSIDE DATE: 12/15/97 Na. CE19776 E�.s3ao, CURB INLET DIRECTOR OF TRANSPORTATION �% DAVID E. BARNHART, RCE 19776 f'a 4.14%'' • CATCH BASIN REVISIONS REV. BY: APR'D DATE REV. BY: APR'D DATE 6-71 1 4 s-56 2 5 STANDARD NO. 300 4-90 3 6 Storm Drain Connector Pipe Calculations CONNECTOR PIPE vi-lo NORTH STREET CATCH BASIN TO RETENTION BASIN 1 DRYWELL INTERCEPTOR Part Mff OFFICE STANDARD NO 108 .. • . • • • • • . . . • .. r \v • .. . • ■ • :.CAPACITIES BUREAU OF ..-WORKS STORMDRAIN .. . DRAWN GIVEN REp�D SOLUTION PROCEED 'VERY#CALLY FROM TO THEN HORIZONTALLY TO AND READ p,h L d p h A VERTICAL FROM L d h,d,L 0 L d h YERTOICOALLY 0 d L h L d A VERTICAL FROM 0 h • - • • • • - • • • • - • - • • - J .�l:l$ ��eE������3@•'.$lis=��1;!�,:t�lliil������ai�a�d �.....-___—. rrC#RiRTrl�iil>i�i�rrrwe■.. ''rrp.'■�SiS•i�+,�!„r�.sj�lil��e,�r L 31��F:�`i7`�I1i�l���..i�����R �:Ili:4'"d�.11�_���d���Mr "'�wMrt ®��■F.�����1lI�W��� ���•�i�■■�:�■•il����.�■■17���'���I ■ .E���RIiA�®:i:i��la���� �d�Q�■�3ii•ii.A+wi�. �%�ir1Y r•I.��_ J■ll,i J� ' J�I{ �j�''riEllllilttl ��ery�1 i111111�drii�_ � �� �_c=r�����1_iH.i��yg�,�Ii���'���+��_�������1'0 � �����c �`IDiils�eeu�■I■��liill�illi®�������4e� ��:��C�Qtl�Ql�='.l3��ll • INNER eilfN €l�-- R 0101011 CONNECTOR PIPE vi-io ADAMS STREET CATCH BASIN TO RETENTION BASIN 3 DRYWELL INTERCEPTOR Part 3M OFFICE STANDARD NO 108 .. • . • • • • . • • • • .. l 1 -ppA •rd • • . .: • Lo • CATCH :.CAPACITIES BUREAU ANGELES DEPARTMENT ,_ KS .-.-.. W.O. .. . IIESIGNED - DRAWN SOLUTION PROCEED THEN AND 61VEN READ VERFROM LY TO HORIZTNOTALLY READ O h L ' ' d p h A VERTICAL d FROAA L h,d,L 0 L d h VERTOICQALLY O d L h L d A VERTICAL h FROM 0 • • • .• • .• :• as • •• . • • _ _� �El+�Oe�i;i!;�1��9�p� "r9�".""�]�;j�i�� l:ii.iiL1. it �,.a�.d�� pr���' .irk::CGT�G:::�rr....a.�_.�..�_�����itii �r•.rrrr��_J��rC_�lii:t:�t •1`9•. ���� � �P.�'� :. �a�e - • � 3��:���_iet'�ifiiJ::-.anan��MMM��•44fNll�!�[�ll�i�►.r.: . • �J�f�r iltwwr��"� • J��i�alf��r4o�`��4� r�'.ial���IS1l7� C69��®���'�';'C����►�gR�C���iCfj�:i{>,rE�lpFIG J�������!'�� 133' - . r���n� �� �'� C�II�f��1R��.��-..� � l �!a �������nenn CONNECTOR PIPE EAST STREET CATCH BASIN TO EAST STREET vi-lo DRYWELL INTERCEPTOR INSTRUCTIONS SOLUTION PROCEED THEN AND GIVEN REED VERTICALLY TO HORIZONTALLY READ FROM TO O' h L ' d p h A VERTICAL d FROM L h,d,L 0 L d h VERTOICOALLY O d L ' ' h L d A VERTICAL h FROM 0 Q = y 0-7 cis d15" = L_ : N7. 0 TYPICAL EXAMPLE Give L= Requ Solui botto Q=28 verti the h hor izc betty Use 1 Pipe 3 s oLv E 4� � �= ay1► Part = OFFICE STANDARD NO 108 NOTES This chart is based on the equation {{ 2gh I Q A11.43t .026 L} d 1.2 and is designed for use with C.B.'s having the standard 3° radius of rounding at the outlet. See Figure 2, Chart IQ for schematic profile showing the controlling hydraulic elements. L= Length, of Outlet Pipe (ft.) " • ���;�9ee��=ll�lla����s������fe�"��,.�I;��Ifi��J����_F�ai��_��- 0011r+� �i w��swwr!!!lCClifl���il�1s:Q7y ��®� T...���■�* 1�� �l111t'all[CCI � ��I�sn ��Iui ur��. � � P, % ,: .r11Ut`i�l��r.�l�;1�1�1 • W ON ro.Ow ���lllllla®�11 �1�I .� aR.oGr: A ®®���mwal �_�i���i�l�:i����1i1!�IFFI1[�1_Ill�■iir •®'����I����� ��r>t���7���I�Iy��.��I�li�llj,�®�������fi� SIB: 41 ei$!ll�.1;�"�-`" - 15 20 25 30 4.0 50 .• :• 100 150 2014, Q (c.f.s.) CHART III FULL .PIPE CATCH BASIN CONNECTING PIPE CAPACITIES BUREAU OF ENGINEERING -CITY OF LOS ANGELES DEPARTMENT OF PUBLIC WORKS STORM DRAIN DESIGN DIVISION W.O.51OO5 MAY 1961 DESIGNED BY. H.D.H.& S.F. DRAWN BY: O.G.S. 11 CONNECTOR PIPE VI-10 SOUTH STREET CATCH BASIN TO RETENTION BASIN 3 DRYWELL INTERCEPTOR INSTRLIrTIONS SOLUTION GIVEN REdD PROCEED THEN AND VERTICALLY TO HORIZTNOTALLY READ o,h' L d p h A VERTICAL d FROM L h,d,L p L d h 'VERTIICQALLY p' d' L h L d A VERTICAL h FROM 0 TYPICAL EXAMPLE Give L= Requ Solui botto 0=2� v e r it the h hor izc betw Use 1 pipe Part 3M OFFICE STANDARD NO 108 s .LVrL. �,w NOTES This chart is based on the equation O=A{ 2gh 2 ll.�#3+ .026 L� d 1.2 and is designed for use with C.B.'s having the standard 3° radius of rounding at the outlet. See Figure 2, Chart IQ for schematic profile showing the controlling hydraulic elements. L= Length of Outlet Pipe (ft.) � fir._..."•�rr • sa �.1,��ril 1 r. `: aaf�wir r - . �y Y ■P.�i�ed • . � i•rrrr:.,� �pliR��II11I M I�011ll1�alr�� a�.I1111 • - � Apr - • � � rr�r.r�-���11 +et1 s11TK rt��M��� mom-_lliahwri� .d���dl0lil�iw��r���''� I��i�i1Yi�1�Ji•iiifM.. i• �ti �I;��1l��f���®Rrfd�ilr����� in, MEMO!!IIII . .� 11�.1 i [pall I;111PP;Nei r11r211I 0111NIIi"lA1 i Jai® . ®®PAG�irR .F r' �r►�•, iP.j0�a yM.lN.f���,��� �r�ira���fi11Afi!]I®����III ��!jJI]jjjjl i■�Q�1�1 ZLF. ' r�rrr.r�i�11��6r.x���IKre. �Ililll�e� �. i Ili :_ 01110�11 1llllllipoilJN.i1ii'ia61,-11111111 1 mom aP MAR fa0111ItrMpp M_ MIA •: �ili��I'Jf��F��II:RSf}:jiiG'w?�� �1it11 .1I�i �� ��a_ 1� a 9 r J 0 (c.f.s.) CHART III FULL .PIPE CATCH BASIN CONNECTING PIPE CAPACITIES BUREAU OF ENGINEERING -CITY OF LOS ANGELES DEPARTMENT OF PUBLIC WORKS STORM DRAIN DESIGN DIVISION W.0.51005 MAY 1961 DESIGNED BY: H.D.H.BI S.F. DRAWN BY: O.G.S. North Street Area "A" Q= 7.89 cfs A= 1.2272 ft^2 32.16 f/sec^2 Q= 7.89 cfs h= 1.3345 ft L= 32.50 ft d=I 1.25 ftl 15.00 in East Street Area "B" Q= 4.07 cfs A= 1.2272 ft^2 = 32.16 f/sec^2 Q= 4.07 cfs h= 0.4061 ft L= 47.5011 d=1 1.25 ft 15.00 in I South Street Area "C" Q= 8.78 cfs A= 1.2272 ft^2 = 32.16 f/sec^2 Q= 8.78 cfs h= 2.3496 ft L= 76.50 ft d=1 1.25 ftl 15.00 in South Street Area "D" Q= 4.69 cfs A= 1.2272 ft^2 = 32.16 f/sec^2 Q= 4.69 cfs h= 0.7417 ft L=1 92.30 ft d=l 1.25 ft 15.00 in C:\Marco Personal\excel\[CB connecting pipe capacity with outlet control.xls]Sheet1 PROPOSE STORM D lk- r W w I- co Q Q Q,o 2. Q1oo 4 Qlo 5.13 cfs -( to 4.0 1 CTS Q1oo 7.89 cfs AVENTINE - PERMIT RATIONAL METHOD, NO. 99-654 NODE MAP 0' 40' 80' 120' 1 f SCALE 1"=40' Q10 2.38 cfs Q1oo 4.07 cfs NODE NUMBER _ ELEVATION AT NODE DEVELOPMENT TYPE Y TRAVEL LENGTH SOIL TYPE SUB AREA ACRES FLOW TYPE ■ DRAINAGE DIRECTION O C NN m 0 O Q L E a m 0 m a v v a 0 N O Ol 3 m O O C O L CD 2 l0 C O m 2' T O O N T a 0 cc CL U) N 0 0 ►a � L Masi, CATCH BAIN PROPOSED 11. STORM DRAIN 0' wl 80' 120' 160' SCALE 1 "=40' RETENTION BASIN 1 0.1086 AC. _ (BOTTOM AREA) D LL _� CATCH BASIN CATCH L 0 Kc Al Al U --- F I r_u,. — -- i w r 313 Y c (24 DEB IS ® ° o N C E PT R o �.. AREA E (5.06 AC.) - 0IN'�� ` . Q R : NTI N BASIN 2 / --0.1164 AC. (BOTTOM AR L 18 \\ -� AVENTINE i m l TT a U PERMIT NO. 99-654 HYDROLOGY MAP I, PR6�OSE& 35 STOR `QRAI7c- DRY 'ELL �—=vr- � � DEBR INT a m <+ ■ A*�� DRAINAGE DIRECTION IN MAINIERO, SMITH AND ASSOCIATES, INC. PLANNING /CIVIL ENGINEERING / LAND SURVEYING 777 E. TAHQUITZ CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-8784 TELEPHONE (760) 320-9811 / FAX 323-7893 U C tll m W O m m Q t E U) 0 m is 2 26 0 m m 3 a to v ai v 0 0 0 CD 0 3 0 cli V T 0 Q v t0 0 c c0 o. ti N Q U Prepared under the direction of the Chief Engineer, RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT. Map prepared by photogrammetric methods, photographs dated Dec. 12, 1974, 1000 ft. grid and survey data as shown are in items of the California Coordinate System lone VI. SCALE 1 : 2400 E00 CONTOUR INTERVAL 4 FEET DATUM IS MEAN SEA L EVEL THIS MAP COMPLIES WITH NATIONAL MAP ACCURACY STANDARDS F44D 1000 SHEET INDEX 6 s 8 17 20 4 3 ` 9 10 16 I5 21 22 z 11 1 12 7 18 19 14 23 13 24 30 29 28 27 26 25 31 32 33 34 35 36 MAINIERO, SMITH AND ASSOCIATES, INC. PLANNING / CIVIL ENGINEERING / LAND SURVEYING 777 E. TAHQUITZ CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262-6784 TELEPHONE (760) 320-9811 / FAX 323-7893 REFERENCES a 561, 000 60,000 i.000 e, SECTION 29 T.5S., R.7E. SBB & M 0' 200' 400' 600' 800' SCALE 1"=200' DRAINAGE DIRECTION AVENTINE - PERMIT NO. 99-654 EXISTING HYDR0. I-- C;Y KA A P