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Home My WebLink AboutHydrological Report Oct. 8, 2007HYDROLOGY STUDY For #2708 -01 TEMECULA WAL -MART EXPANSION 32225 Highway 79 S Temecula, CA 92592 Prepared by: Nasland Engineering 4740 Ruffner Street San Diego, CA 92111 Phone 858 -292 -7770 Fax 858 -571 -3241 10108107 Page / of I/ NE Job No.: 306 - 035.13 I DESCRIPTION ' The subject site proposes to expand the existing Wal -Mart building from the current 149,723 square feet to 205,938 square feet. The developed property is irregular in shape ' and encompasses approximately 19.96 acres. The site is located on the southwest corner of Route 79 and Apis Road in the City of Temecula area of the County of Riverside, California (see Vicinity Map). The majority of the site is predominately level with no ' major changes in grade. Existing drainage from the site flows southwestward into Murrieta Creek. The area of the proposed building expansion is unpaved and graded to drain to an existing RSD D -14 graded inlet. The inlet is connected to an existing 18" rep ' storm drain and discharged to an existing 36" rep storm drain. Drainage from the 36" rep is discharged just southeast of the property to the existing Temecula Creek Channel. No modifications to the existing 36" storm drain nor the Temecula Creek Channel for the ' proposed building expansion. The proposed building expansion will be constructed at the unpaved portion of the property. Asphalt and PCC concrete will constructed at the remaining unpaved area to add additional parking for the proposed building expansion. This area was originally graded and designed for this proposed building expansion; therefore, no significant ' changes in grade will be necessary for storm drain discharge. The original hydrology report from the previous City of Temecula under Plot Plan 16535 was used as reference for existing conditions data. The original basin at the proposed expansion site will need to be divided into small sub basins to accompany the proposed building expansion and parking. This will lower the discharge at the existing RSD D -14 graded inlet and benefit t the property by reducing the chance of inlet failure. A proposed 12" by 12" graded inlet will be installed approximately 136' upstream of the existing inlet to reduce the grade for ADA requirements. The proposed inlet will connect to a 12" pvc storm drain inlet and discharge to the existing drainage system. This will be done by connecting the proposed 12" pvc to the existing RSD D -14 graded inlet. Three additional storm drain pipes will installed for discharge of the proposed loading dock and roof drains for the building expansion. Three additional storm drains will be installed down stream and connected to the existing 36" rep storm drain southeast of the property adjacent to the Temecula Creek. No modifications or changes in grade will made to Temecula Creek. 1 1 10108107 Page 2 of 11 NE Job No.: 306-035.13 F VICINITY MAP NIN v WV' "J, . ... ...... ar % 79 79 -n 10108107 PROJECT LOCATION X� V Qhik Page 3 of I I NE Job No-: 306-035.13 ' METHODOLOGY ' The 100 -year storm runoffs were calculated using the Rational Formula Method, per the Riverside County Hydrology Manual. ' The peak flow rate formula (Q = CIA) was used to calculate the runoffs. Q = Peak flow rate in cubic feet per second. ' C = Runoff coefficient expressed as a percentage of rainfall which becomes runoff. I = Average rainfall intensity in inches per hour for a storm duration equal to the time of concentration of the contributing drainage area. Tc = Time of concentration — Assumed 5 minute minimum. A = Area of basin in acres. ' CALCULATIONS ' Site Characteristics and Assumptions: • Hydrologic Soil Group D - See attached Soil Hydrologic Groups Map (County of ' Riverside Hydrology Manual) • Percent Impervious = Approximately 90% • See Attached Hydrology Maps for Basin Location and properties. ' • Assume Tc = 5.00 minutes minimum Calculation: Proposed Basin 1 4E =0.70' L =272' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with DE and L, T,= 9.30minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P14 = 4.5 in/hr ' 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 with T, I10 =2.50 inches/hour Iiou =3.69 inches /hour ' From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 ' Q =CIA Q16= (0.87)(2.50 inches /hour)(0.60 Acres) =1.30 ft -/s QIOO= (0.87)(3.69 inches/hour)(0.60 Acres) =1.93 ft ;/s ' 10108107 Page 4 of 11 NE Jab No.: 306 - 035.13 Calculation: Proposed Basin 2 AE =1.9' L=376' ' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, T,= 9.26minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P24 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 with T, I10=2.36 inches/hour Ilo()=3.48 inches/hour ' From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 Q =CIA Qio= (0.87)(2.36 inches/hour)(1.60 Acres) =3.28 W/s Q100= (0.87)(3.48 inches/hour)(1.60 Acres) =4.84 W/s Calculation: Proposed Basin 3 ' AE =3.19' L=98' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, T,= 3.72minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: ' 100 Year Rainfall Event - 24 hour precipitation, P?4 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr ' From County of Riverside Hydrology Manual D -4.1 with T, I1(j=3.45 inches/hour I10c,=5.10 inches /hour From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 ' Q =CIA Qi6= (0.87)(3.45 inches/hour)(0.10 Acres) =0.30 W/s ' Q100= (0.87)(5.10 inches /hour)(0.10 Acres) =0.44 W/s ' 10108107 Page 5 of 11 NE Job No.: 306- 035.13 Calculation: Proposed Basin 4 DE =3.00' Lr 176' ' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with DE and L, Tc= 5.35minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P24 = 4.5 in/hr ' 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 with T,, I10=3.12 inches/hour I100=4.61 inches/hour ' From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 ' Q =CIA Qlo= (0.87)(3.12 inches /hour)(0.40 Acres) =1.08 ft3 /s ' Qioo= (0.87)(4.61 inches/hour)(0.40 Acres) =1.60 ft3A Calculation: Proposed Basin 5 ' AE =2.42' L=208' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, Tc= 6.18minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: ' 100 Year Rainfall Event - 24 hour precipitation, P24 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr ' From County of Riverside Hydrology Manual D -4.1 with T,, h0=2.87 inches/hour hoo =4.24 inches/hour ' From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 ' Q =CIA Qio= (0.87)(2.87 inches/hour)(0.80 Acres) =2.00 ft3A Q100= (0.87)(4.24 inches /hour)(0.80 Acres) =2.95 ft3A 10108107 Page 6 of 11 NE Job No.: 306 - 035.13 ICalculation: Proposed Basin 6 ' AE =1.26' L=104' ' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, =4.64 minutes tTe From County of Riverside Hydrology Manual Rainfall Isopluvials: ' 100 Year Rainfall Event - 24 hour precipitation, P24 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 with T, I10=3.45 inches/hour Iioo =5.10 inches/hour ' From County of Riverside Hydrology Manual Plate D -5.1, C=0.87 ' Q =CIA Qlo= (0.87)(3.45 inches /hour)(0.30 Acres) =0.90 W/s ' Qioo= (0.87)(5. 10 inches /hour)(0.30 Acres) =1.33 W/s Calculation: Proposed Basin 7 AE =0.40' L=75' From County of Riverside Hydrology Manual Plate D -3 Time of Concentration with AE and L, T, =4.80 minutes From County of Riverside Hydrology Manual Rainfall Isopluvials: 100 Year Rainfall Event - 24 hour precipitation, P24 = 4.5 in/hr 100 Year Rainfall Event - 6 hour precipitation, P6 = 2.5 in/hr From County of Riverside Hydrology Manual D -4.1 with T, Iio =3.45 inches /hour IIoo =5.10 inches /hour From County of Riverside Hydrology Manual Plate D -5.1, C =0.87 ' 10/08/07 1 Qlo= (0.87)(3.45 inches /hour)(0.20 Acres) =0.60 W/s Qloo= (0.87)(5.10 inches /hour)(0.20 Acres) =0.88 ft3 /s Page 7 of ] ] NE Job No.: 306 - 035.13 SUMMARY OF RESULTS FOR EXISTING CONDITIONS (City of Temecula Plot Plan 16535) BASIN AREA SQ.FT. AREA ACRE Q CFS 1 21,138 0.50 6.50 2 126,391 2.90 5.28 3 24,879 0.60 1.94 6" 49143.96 4.00 13.72 INLET DATA TABLE Inlet Type Inlet Capacity Q (cfs) A 12" x 12" 1.56 1.33 B 12" x 12" 1.56 0.88 C 24" x 24" 4.56 2.95 (For Locations of Basins and Inlets see Hydrology Map) (See Inlet Capacity Calculation attached) STORM DRAIN DATA TABLE Line Pipe Size Slope Q (cfs) % Full 1 8" 2.0% 1.33 65.04 2 12" 2.0% 2.21 61.51 3 6" 2.0% 0.44 61.51 4 6" 2.0% 0.44 69.36 5 12" 2.0% 2.42 19.39 6 12" 2.0% 2.42 60.77 (See Manning Pipe Calculations attached) 10108107 Page 8 of 11 NE Job No.: 306 - 035.13 ' Circular Solving for ..................... Depth of Flow Pipe 1 Manning Pipe Calculator ' Given Input Data: 2.2100 cfs Slope ........................... Shape ........................... Circular 0.0130 Solving for ..................... Depth of Flow ' Diameter ........................ 8.0000 in 46.3421 % Flowrate ........................ 1.3300 cfs Slope ........................... 0.0200 ft/ft Manning's n ..................... 0.0130 Computed Results: ' Depth ........................... 5.3058 in Area ............................ 0.3491 ft2 Wetted Area ..................... Wetted Perimeter ................ 0.2458 ft2 15.2268 in Perimeter ....................... 25.1327 in Velocity ........................ 5.4116 fps ' Hydraulic Radius ................ 2.3242 in Percent Full .................... 66.3230 Full flow Flowrate .............. Full flow 1.7090 cfs 4.8958 fps velocity .............. 1 11 Pipe 2 Manning Pipe Calculator Given Input Data Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 12.0000 in Flowrate ........................ 2.2100 cfs Slope ........................... 0.0200 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 5.5611 in Area ............................ 0.7854 ft2 Wetted Area ..................... 0.3562 ft2 Wetted Perimeter ................ 17.9709 in Perimeter ....................... 37.6991 in Velocity ........................ 6.2052 fps Hydraulic Radius ................ 2.8538 in Percent Full .................... 46.3421 % Full flow Flowrate .............. 5.0386 cfs Full flow velocity .............. 6.4153 fps tmn100YA Page 9 of]] NE Job No.: 306- 035.13 ' Pipe 3 Manning Pipe Calculator ' Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow ' Diameter ........................ 6.0000 in Flowrate ........................ 0.4400 cfs Slope ........................... 0.0200 ft/ft ' Manning's n ..................... 0.0130 Computed Results: ' Depth ........................... 3.1912 in Area ............................ 0.1963 ft2 Wetted Area 0.1061 ft2 ' ..................... Wetted Perimeter ................ 9.8075 in Perimeter ....................... 18.8496 in ' Velocity ........................ Hydraulic Radius ................ 4.1456 fps 1.5584 in Percent Full .................... 53.1872% Full flow Flowrate .............. Full flow velocity 0.7935 cfs 4.0414 fps .............. Pipe 4 Manning Pipe Calculator Given Input Data: Shape ........................... Circular ' Solving for ..................... Depth of Flow Diameter ........................ 6.0000 in Flowrate ........................ 0.4400 cfs ' Slope ........................... 0.0200 ft/ft Manning's n ..................... 0.0130 ' Computed Results: Depth ........................... 3.1912 in Area ............................ 0.1963 ft2 ' Wetted Area ..................... 0.1061 ft2 Wetted Perimeter ................ 9.8075 in ' Perimeter ....................... 18.8496 in Velocity ........................ 4.1456 fps Hydraulic Radius ................ 1.5584 in ' Percent Full .................... 53.1872% Full flow Flowrate .............. 0.7935 cfs Full flow velocity .............. 4.0414 fps 10/08/07 035.13 Page 10 of 11 NE Job No.: 306- ' Pipe 5 Manning Pipe Calculator ....... Circular ......... Depth of Flow 12.0000 in ........ 2.4200 cfs ...... 0.0200 ft/ft ........... 0.0130 Given Input Data: Depth ........................... Shape.................. Depth ........................... Solving for .......... ' Diameter ............. 0.7854 ft2 Flowrate ............. ' Slope ................... Manning's n ' ........ ....... Circular ......... Depth of Flow 12.0000 in ........ 2.4200 cfs ...... 0.0200 ft/ft ........... 0.0130 ' Pipe 6 Manning Pipe Calculator Given Input Data Shape ............ Solving for .... Diameter ....... Flowrate ....... Slope ............. Manning's n .. Circular Depth of Flow 12.0000 in 2.4200 cfs 0.0200 ft/ft ... 0.0130 Computed Results: Computed Results: Depth ........................... ' Depth ........................... 5.8603 in Wetted Area ..................... Area ............................ 0.7854 ft2 18.5700 in Wetted Area ..................... 0.3811 ft2 ' Wetted Perimeter ................ 18.5700 in 2.9549 in Perimeter ....................... 37.6991 in Full flow Flowrate .............. Velocity ........................ 6.3508 fps ' Hydraulic Radius ................ 2.9549 in Percent Full .................... 48.8355% Full flow Flowrate .............. 5.0386 cfs ' Full flow velocity .............. 6.4153 fps ' Pipe 6 Manning Pipe Calculator Given Input Data Shape ............ Solving for .... Diameter ....... Flowrate ....... Slope ............. Manning's n .. Circular Depth of Flow 12.0000 in 2.4200 cfs 0.0200 ft/ft ... 0.0130 Computed Results: Depth ........................... 5.8603 in Area ............................ 0.7854 ft2 Wetted Area ..................... 0.3811 112 Wetted Perimeter ................ 18.5700 in Perimeter ....................... 37.6991 in Velocity ........................ 6.3508 fps Hydraulic Radius ................ 2.9549 in Percent Full .................... 48.8355% Full flow Flowrate .............. 5.0386 cfs Full flow velocity .............. 6.4153 fps 10108107 Page 11 of 11 NE Job No.: 306- 035.13 L 1000 900 800 M 6=0 m m 400 ,-350,-- r -.- 0 °— 300 c J 250 d�200 J •• TC' 100 90 60 70 nA m 35 CL S 30 w m 25 K Good Cover Undeveloped Fair Cover , _ .�n�cvmvycu, c_ 20 Poor Cover 19 18 ( Single Family 12 :-17 (1/4 Acre) L= 930' >T�- 9.6 LIMITATIONS: Ca 14 I. Maximum length = 1000' TC 2. Maximum area = 10 Acres 5 13,'` a o Fi 6 C U 400 v Q • p tr 300 P > 200 7 C O N V O E 100 C o` BO p 0 0 50 '• 8 0 E 30 ° 9 C 20 9 0 > T K Good Cover Undeveloped Fair Cover , _ .�n�cvmvycu, c_ 20 Poor Cover 19 18 ( Single Family 12 :-17 (1/4 Acre) E 9 8 7 6 5 L 4 RCFC 8t WCD HYDROLOGY MANUAL e 2 w 1.0 - .8 .3 0 2 `o > L �Lo Z v v C O i KEY _ 1-4 Tc —K —Tc E 0 u_ II d 12 � 0 14 15 m 16 C 17 E 18--E 19 F 20 12 C O O `c 25 v 0 O U 30 EXAMPLE: (1)L =550', H= 5.O,K=Single Family(1 /4Ac.) 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. PLATE D -3 16 o IS Ca 14 E 13,'` C� 12 C ' S E 9 8 7 6 5 L 4 RCFC 8t WCD HYDROLOGY MANUAL e 2 w 1.0 - .8 .3 0 2 `o > L �Lo Z v v C O i KEY _ 1-4 Tc —K —Tc E 0 u_ II d 12 � 0 14 15 m 16 C 17 E 18--E 19 F 20 12 C O O `c 25 v 0 O U 30 EXAMPLE: (1)L =550', H= 5.O,K=Single Family(1 /4Ac.) 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. PLATE D -3 n- :v v c? L) 0 D /cwD L \/ I- Z rn c z (f) U) < rrl U) z Q ° D m D o D � � O Z A m == m= s� m m m= m= m m MIRA LOMA DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.84 4.46 6 2.58 4.07 7 2.37 3.75 6 2.21 3.49 9 2.08 3.26 10 1.96 3.10 11 I.ST 2.95 12 1.78 2.82 13 1.71 2.70 14 1.64 2.60 15 1.58 2.50 16 1.53 2.42 17 1.46 2.34 IB 1.44 2.27 19 1.40 2.21 20 1.36 2.15 22 1.29 2.04 24 1.24 1.95 26 1.18 1.87 28 1.14 1.80 30 1.10 1.73 32 1.06 1.67 34 1.03 1.62 36 1.00 1.57 38 .97 1.53 40 .94 1.49 45 .89 1.40 50 .84 1.32 55 .80 1.26 60 .76 1.20 65 .73 1.15 70 .70 1.11 75 .68 1.07 60 .65 1.03 as .63 1.00 SLOPE _ .530 RAINFALL INTENSITY - INCHES PER HOUR MURRIETA - TEMECULA 6 RANCHO CALIFORN14 MINUTES DURATION FREQUENCY MINUTES 10 100 100 10 100 5 YEAR YEAR 5 3.45 5.10 6 3.12 4.61 7 2.87 4.24 8 2.67 3.94 9 2.50 3.69 10 2.36 3.48 11 2.24 3.30 12 2.13 3.15 13 2.04 3.01 14 1.96 2.89 IS 1.89 2.79 16 1.82 2.69 17 1.76 2.60 IB I.11 2.52 19 1.66 2.45 20 1.61 2.39 22 1.53 2.26 24 1.46 2.15 26 1.39 2.06 28 1.34 1.98 30 1.29 1.90 32 1.24 1.84 34 1.20 1.78 36 1.17 1.72 38 1.13 1.67 40 1.10 1.62 45 1.03 1.52 50 .97 1.44 55 .92 1.36 60 .88 1.30 65 .84 1.24 70 .91 1.19 75 .78 1.15 80 .75 1.11 05 .73 1.07 SLOPE = .550 NORCO SPRINGS DURATION FREQUENCY MINUTES MINUTES 7 2,24 10 100 100 YEAR YEAR 5 2.77 4.16 6 2.53 3.79 7 2.34 3.51 8 2.19 3.29 9 2.07 3.10 10 1.96 2.94 11 1.87 2.80 12 1.79 2.68 13 1.72 2.58 14 1.66 2.48 IS 1.60 2.40 16 1.55 2.32 17 1.50 2.25 16 1.46 2.19 19 1.42 2.13 20 1.39 2.08 22 1.32 1.98 24 1.26 1.90 26 1.22 1.82 28 1.17 1.76 30 1.13 1.70 32 1.10 1.64 34 1.06 1.59 36 1.03 1.55 38 1.01 1.51 40 .98 1.47 45 .92 1.39 50 .88 1.31 55 .84 1.25 60 .80 1.20 65 IT 1.15 70 .74 1.11 75 .72 1.07 80 .69 1.04 85 .67 1.01 SLOPE _ .500 PALM SPRINGS 3.78 DURATION FREQUENCY MINUTES 7 2,24 3.21 IO 100 3.01 YEAR YEAR 5 4.23 6.76 6 3.80 6.08 7 3.48 5.56 8 3.22 5.15 9 3.01 4.81 10 2.83 4.52 11 2.67 4.28 12 2.54 4.07 13 2.43 3.88 14 2.33 3.72 15 2.23 3.58 16 2.15 3.44 17 2.08 3.32 18 2.01 3.22 19 1.95 3.12 20 1.89 3.03 22 1.79 2.86 24 1.70 2.72 26 1.62 2.60 28 1.56 2.49 30 1.49 2.39 32 1.44 2.30 34 1.39 2.22 36 1.34 2.15 38 1.30 2.09 40 1.27 2.02 45 1.18 1.89 50 1.11 1.78 55 1.05 1.68 60 1.00 1.60 65 .95 1.53 70 .91 1.46 75 .88 1.41 80 .85 1.35 85 .82 1.31 SLOPE _ .580 PERRIS VALLEY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.64 3.78 6 2,41 3.46 7 2,24 3.21 8 2.09 3.01 9 1,98 2.84 10 1.88 2.69 11 1.79 2.57 12 1.72 2.46 13 1.65 2.37 14 1.59 2.29 IS 1.54 2.21 16 1.49 2.14 11 1.45 2.08 IB 1.41 2.02 19 1.37 1.97 20 1,34 1.92 22 1.28 1,83 24 1.22 1.75 26 1.18 1,69 28 1,13 1.63 30 1,10 1.57 32 1.06 1.52 34 1.03 1.48 36 1.00 1.44 38 .98 1.40 40 .95 1.37 45 .90 1.29 50 85 1.22 55 .81 1.17 60 78 1.12 65 75 1.08 70 .72 1.04 75 .70 1.00 80 .68 .97 as .66 .94 SLOPE = .490 -Lti 1 r.- au A7W L1 r A -,", Wr I.. E LLL PI 1V j ju A,, T I j rt T7, •# 17 'ilk Rip, If 3Q, TLO -TCIIS'-TrbW.NOAA'- Olt 4001 F At t v1*4 M—cad06,icl 10 & —A C -C� ',W j Y j 71 6 RIVERSIDE COUNTY FLOOD CONTROL A N D M R. DISTRICT -c. WATER CONSERVATION DIS I 100- YEAR -24 -HOUR �9s I i,lL mcu L T� -e PRE IPITATION E� 11, jt�p "Mr -, 71 q7AV R6 5W'. a R4w IN PLAT F F-5.6 12" x 12" CATCH BASIN CLEAR OPEN AREA 3/16" Dia. Bars Q 1- 3/16" O.C. AREA OF BARS: HORZ: 9 x 0.19 x 12 = 20.52 in VERT: (3 x 0.19 x 12) - (9 x 0.19 x 0.19) = 6.52 OPEN AREA: 144 - (20.52 +6.52) = 117 in = 0.61 ft2 PERMITER: 4 x 12/12 = 4 ft ASSUME FREEBOARD DEPTH OF 0.5' ASSUME 50% CLOGGED, THEREFORE: OPEN AREA = 0.81 ft2 /2 = 0.41 ft2 PERIMETER = 6 fV2 = 3 ft WIER FLOW: OcAP = C,,Pd''s = 3.0 (2.Oft)(0.5)1'5 = 3.12 cfs ORFICE FLOW: QCAP _ CoA(2d)o.5 = 0.67 (0.41 ft2)(2 x 32.2 x 0.5)" = 1.56 cfs 24" x 24" CATCH BASIN 0.2" DIA BARS @ 2" 0. C. CLEAR OPEN AREA AREA OF BARS: (24/12 x 24/12) - ( 24/12 x48/1 x 0.2/12) = 2.4 ft' PERMITER: 4x24/12 =8ft ASSUME FREEBOARD DEPTH OF 0.5' ASSUME 50% CLOGGED, THEREFORE: OPEN AREA= 2.4 ft2 /2 = 1.2 ft2 PERIMETER = 8 ft/2 = 4 ft WIER FLOW: QCAP = CWPd "5 = 3.0 (4.Oft)(0.5)1.5 = 4.24 cfs ORFICE FLOW: QcAP = CoA(2d)o 5 = 0.67 (1.2 ft2)(2 x 32.2 x 0.5)0'5 = 4.56 cfs k _ I'r`a , •y� _' � t 'i t-r ` "`� ._`.-�'-_.__. ....,_.,.___ .... � _ . � �. .. .` � At1;� .t- J �l � _ _ . - ! F _ _ , 7 I i ter' 7 ✓ t f J�l1 C.7rr7 i / !� a g v� ._� J4 1 1 � 1. � U ;; k 10 � j- --- _ _...... ?4 xiz EXISTING WAL71VIART FF-,67-7186 -/ 7,1 00 BASIN O AREA =0.6 AC 0=1.30 CFS 10 0 =1.93 CFS XISTING I' SQ. DRAIN O )IN 02 AC 0 CFS 8 CFS SIN O a =0.8 AC .00 CFS 95 CFS LEGEND PATH OF TRAVEL BASIN O BASIN BOUNDARY BASIN AREk-0.4A 40 0 40 80 120 160 o� 0=1.08 CFS 10 SCALE ��J-/ 1 " = 40' ��0=1.60 CFS 100 EXISTING `CURB;INLE�T')69 -------------- '` ? �, 9 j a i. - ice EXHIBIT B HYDROLOGY MAP PROPOSED CONDITIONS NASLAND EN GINEERING CIVIL ENGINEERING SURVEYING LAND PLANNING 4740 Ruffner Street, San Diego, California, 92111 -858-292-7770 TEMECULA WAL EXPANSION