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35238
1111111 till 111 23 35a�� o o SUPPLEMENT REPORT TO I PRELIMINARY HYDROLOGY REPORT LA QUINTA MOTORCOACH RESORTS INC. TTM 35238, SP 2007 -083 Prepared by: Dudek 75 -150 Sheryl Avenue, Suite C Palm Desert, California 92260 (760) 341 -6660 May 14, 2008 Project # 5150 This drainage study was prepared under the direction of J.J. Soneji, R.C.E. 24069, Exp. 12 -31 -09 Date Executive Summary The purpose of this report is to supplement the preliminary hydrology study that was prepared as part of the entitlement application for the Motorcoach Resort project (Tract No. 35238) in the City of La Quinta. While the preliminary hydrology report covered the standard practice of designing drainage facilities to accommodate the 100 year design storm event, further analysis of on -site hydrology was requested by City of La Quinta Public Works Department staff. It is our understanding that this request was made due to existing conditions adjacent to the project site that would preclude the proposed development from passing off -site storm water and emergency overflow from the lake /retention basins through the project site without concentrating the flow patterns. For our design approach to the additional requested hydrology calculations, we have chosen to model a 500 year design storm event. With a percent of probability of 0.2% in any given year, this conservative analysis should be sufficient to assuage concerns over the possibility of flooding existing or proposed structures within or adjacent to the project. In a typical hydrology analysis, the requirement of 1' of free board serves as a buffer or "factor of safety" for extreme events such as a 500 year storm. For our initial 100 year hydrology analysis, the lake /retention basins are designed with roughly 0.3' of free board (equaling 20% factor of safety) from the calculated high water surface (WS 100) elevation to the rim of the basin. With this scenario, we have chosen to use pad elevations of the proposed structures to evaluate the basin sizing. Our 500 year hydrology calculations indicate that using 1.0' of freeboard will handle a 500 -year storm. All Pads and street curbs are at or above the high water surface elevation (WS500). Given the extreme low probability of a this event, a high water elevation that is below the lowest pad elevation will serve as sufficient design "factor of safety." Precipitation Frequency Data Server Kill 116. 2"W z 116_1"w i. kL 116_1"w I cC))= RESULTS: Flood Volume: The total flood volume of the 500 -year storm (3hr, intensity of 3.55 in/hr) model for the project was determined to be as follows: WATERSHED "A" 500 -YR. STORM EVENT 3 HR. 11.577 AC -FT 149.5 CFS Based on the above calculation, the largest volume was generated by the 500 year 3 -hr event. WATERSHED "B" 500 -YR. STORM EVENT 3 HR. 6.997 AC -FT 90.3 CFS Based on the above calculation, the largest volume was generated by the 500 year 3 -hr event. Displacement in Lakes due to 500 year storm event: North Lake surface area: 4.306 Acres The Lake will be designed to hold 500 year -3 hour event: 11.577 Acre -FT Initial Lake elevation: 424.00 Lake elevation after 500 year event: 426.69 South Lake surface area: 3.302 Acres The Lake will be designed to hold 500 year -3 hour event: 6.997 Acre -FT Initial Lake elevation: 419.60 Lake elevation after 500 year event: 421.72 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04 /28 /08.File: 5150a5003100.out ++++++++++++++++++++++±++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ WATERSHED 500 ------------------------------------------------------------------ Drainage Area = 49.81(Ac.) = 0.078 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 49.81(Ac.) _ 0.078 Sq. Mi. Length along longest watercourse = 824.73(Ft.) Length along longest watercourse measured to centroid 508.64 (Ft.) Length along longest watercourse = 0.156 Mi. Length along longest watercourse measured to centroid = 0.096 Mi Difference in elevation = 5.20(Ft.) Slope along watercourse = 33.2909 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.25 Min: 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Mina Unit time = 5.00 Min. Duration of storm = Hours) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 1.00 49.81 .100 YEAR Area rainfall data: Area (Ac.)[11 Rainfall.(In)(2] Weighting[1 *21 49.81 3.55 176.83 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall= 1.7 000( - I n Area Averaged 100 -Year Rainfall = 3.550(In) Point rain (area averaged).= 3.550(In) Areal adjustment factor = 99.98 % Adjusted average point rain = 3.549(In) Sub -Area Data: Area (Ac. ) Runo.f- f,I.ndex Impe- r -vou_s % 49.810 X5-6-._0.0,% Lo-.560,/ 60,/ Total Area Entered = 49.81(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (I'n /Hr) (Dec. o) (In /Hr) (Dec.) ' (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000. 0.253 Sum (F) _ 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = -----------------------------=------------------------------------ 0.900 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------7----------------------------- Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------.---------------------------------------------------------- Graph % (CFS) 1 0.083 221.986 45.922 23.052 2 0.167 443.9.72 43.987 22.081 3 0.250 665.958 7.701 3.866 4 0.333 887.944 .2.391 1.200 ----------------------------------------------------------------------- Sum = 100.000 Sum= 50..199 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.554 0.253 - -- 0.30 2 0.17 1.30 0.554 0.253 - -- 0.30 3 0.25 1.10 0.468 0.253 - -- 0.22 4 0.33 1.50 0.639 0.253 - -- 0.39 5 0.42 1.50 0.639 0.253 - -- 0.39 6 0.50 1.80 0.767 0.253 - -- 0.51 7 0.58 1.50 0.639 0.253 - -- 0.39 8 0.67 1.80 0.767 0.253 - -- 0.51 9 0.75 1.80 0.767 0.253 - -- 0.51 10 0.83 1.50 0.639 0.253 - -- 0.39 11 0.92 1.60 0.681 0.253 - -- 0.43 12 1.00 1.80 0.767 0.253 - -- 0.51 13 1.08 2.20 0.937 0.253 - -- 0.68 14 1.17 2.20 0.937 0.253 - -- 0.68 15 1.25 2.20 0.937 0.253 - -- 0.68 16 1.33 2.00 0.852 0.253 - -- 0.60 17 1.42 2.60 1.107 0.253 - -- 0.85 18 1.50 2.70 1.150 0.253 - -- 0.90 19 1.58 2.40 1.022 0.253 - -- 0.77 20 1.67 2.70 1.150 0.253 - -- 0.90 21 1.75 3.30 1.405 0.253 - -- 1.15 22 1.83 3.10 1.320 0.253 - -- 1.07 23 1.92 2.90 1.235 0.253 - -- 0.98 24 2.00 3.00 1.278 0.253 - -- 1.02 25 2.08 3.10 1.320 0.253 - -- 1.07 26 2.17 4.20 1.789 0.253 - -- 1.54 27 2.25 5.00 2.130 0.253 - -- 1.88 28 2.33 3.50 1.491 0.253 - -- 1.24 29 2.42 6.80 2.896 0.253 - -- 2.64 30 2.50 7.30 3.109 0.253 - -- 2.86 31 2.58 8.20 3.492 0.253 - -- 3.24 32 2.67 5.90 2.513 0.253 - -- 2.26 33 2.75 2.00 0.852 0.253 - -- 0.60 34 2.83 1.80 0.767 0.253 - -- 0.51 35 2.92 1.80 0.767 0.253 - -- 0.51 36 3.00 0.60 0.256 0.253 - -- 0.00 Sum = 100.0 Sum = 33.5 Flood volume = Effective rainfall 2.79(In_) times area 49.8(Ac.) /[(In) /(Ft.)] _ 11.6(Ac.Ft) Total soil loss = 0.76(In) Total soil loss = 3.155(Ac.Ft) Total rainfall = 3.55(In) Flood volume = 504308.1 Cubic Feet Total ------------------------------------------------------------ soil loss = 137428.6 Cubic Feet - - - - -- Peak flow rate of this hydrograph = 149.505(CFS) ------------------------------------------------------------ - - - - -- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M R u n o f f. H y d r o g r a p h ------------------------------------------------------------ - - - - -- Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------- 0+ 5 0.0477 6.93 VQ I I I I 0 +10 0.1411 13.56 V Q I I I. i 0 +15 0.2290 12.76 V Q I I I I 0 +20 0.3334 15.17 IV Q I I I 0 +25 0.4615 18.60 IV Q I I I I 0 +30 0.6138 22.10 1 V Q I I I I 0 +35 0.7666 22.18 1 V Q I I I I 0 +40 0.9236 22.80 1 VQ I I I I 0 +45 1.0977 25.29 1 V Q I I I I 0 +50 1.2539 22.68 1 Q I I I I 0 +55 I 1.3985 20.99 1 Q I I I 1+ 0 1.5597 23.40 1 QV I I I I 1+ 5 1.7610 29.23 1 QV I I I I 1 +10 1.9908 33.37 1 Q I I I 1 +15 2.2258 34.13 1 QV I I I I 1 +20 2.4488 32.37 1 Q V I I I I 1 +25 2.6994 36.38 1 Q VI I I I 1 +30 I 2.9933 42.68 1 Q V I I 1 +35 3.2795 41.56 1 Q IV I I I 1 +40 I 3.5699 42.16 1 Q I V 1 1 1 +45 3.9172 50.43 1 Q V I I. I 1 +50 4.2922 54.45 1 Q V I I I 1 +55 4.6486 51.75 1 Q V I I I 2+ 0 4.9987 50.83 1 Q V I I I 2+ 5 5.3590 52.32 1 Q V I I I 2 +10 5.8006 64.13 1 1 Q V I I 2 +15 6.3692 82.55 1 1 Q I V I I 2 +20 6..9009 77.21 I 1 Q I V I I 2 +25 7.5716 97.39 1 1 QI V I 2 +30 .8.4758 131.29 1 1 1 Q VI, I 2 +35 9.5055 149.51 1 1 1 QI V I 2 +40 10.4551 137.89 I 1 1 Q I V 2 +45 11.0039 79. 68 I I Q I I' V' 2 +50 11.2634 37.69 I Q I I I V 2 +55 11.4577 28.21 I Q I I I VI 3+ 0 11.5548 14.09 1 Q I I I VI 3+ 5 11.5730 2.65 Q I I I VI 3 +10 11.5773 0.62 Q I I I VI 3 +15 11.5773 0.00 Q I I I V ----------------------------------------------------------------- - - - - -- 7.0 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version Study date 04/28/08 File: 5150b33100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format WATERSHED ®500 Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 30.10(Ac.) _ 0.047 Sq. Mi. Length along longest watercourse = 1372.70(Ft.) Length along longest watercourse measured to centroid = 339.32 (Ft.) Length along longest watercourse = 0.260 Mi. Length along longest watercourse measured to centroid = 0.064 Mi. Difference in elevation = 10.60(Ft.) Slope along watercourse = 40.7722 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.26 Min. 2 °5% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time = 5.00 Min - Duration of storm <73_ Hour_( -s /) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 30.10 1.00 30.10 100 YEAR Area rainfall data: Area(Ac.)[l] Rainfall(In)[2] Weighting[1 *2] 30.10 3.55 106.86 STORM EVENT (YEAR) = 100.00 Area Averaged 2-7-Year Rainfall = 1.000(In) Area Averaged L0_0 =Year Rainfall = 3.5550(In) Point rain (area averaged) = 3.550(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.550(In) Sub -Area Data: Area(Ac.) Runo.f_f -Index Impervious % 30.100 56.00 0.560 Total Area Entered = 30.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areas F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.). (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000 0.253 Sum (F) _ 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.900 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.083 221.706 45.877 13.917 2 0.167 443.4.11 44.006 13.349 3 0.250 665.117 7.715 2.340 4 0.333 886.823 2.402 0.729 ----------------------------------------------------------------------- Sum = 100.000 Sum= 30.335 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.554 0.253 - -- 0.30 2 0.17 1.30 0.554 0.253 - -- 0.30 3 0.25 1.10 0.469 0.253 - -- 0.22 4 0.33 1.50 0.639 0.253 - -- 0.39 5 0.42 1.50 0.639 0.253 - -- 0.39 6 0.50 1.80 0.767 0.253 - -- 0.51 7 0.58 1.50 0.639 0.253 - -- 0.39 8 0.67 1.80 0.767 0.253 - -- 0.51 9 0.75 1.80 0.767 0.253 - -- 0.51 10 0.83 1.50 0.639 0.253 - -- 0.39 11 0.92 1.60 0.682 0.253 - -- 0.43 12 1.00 1.80 0.767 0.253 - -- 0.51 13 1.08 2.20 0.937 0.253 - -- 0.68 14 1.17 2.20 0.937 0.253 - -- 0.68 15 1.25 2.20 0.937 0.253 - -- 0.68 16 1.33 2.00 0.852 0.253 - -- 0.60 17 1.42 2.60 1.107 0.253 - -- 0.85 18 1.50 2.70 1.150 0.253 - -- 0.90 19 1.58 2.40 1.022 0.253 - -- 0.77 20 1.67 2.70 1.150 0.253 - -- 0.90 21 1.75 3.30 1.406 0.253 - -- 1.15 22 1.83 3.10 1.320 0.253 - -- 1.07 23 1.92 2.90 1.235 0.253 - -- 0.98 24 2.00 3.00 1.278 0.253 - -- 1.02 25 2.08 3.10 1.320 0.253 - -- 1.07 26 2.17 4.20 1.789 0.253 - -- 1.54 27 2.25 5.00 2.130 0.253 - -- 1.88 28 2.33 3.50 1.491 0.253 - -- 1.24 29 2.42 6.80 2.896 0.253 - -- 2.64 30 2.50 7.30 3.109 0.253 - -- 2.86 31 2.58 8.20 3.493 0.253 - -- 3.24 32 2.67 5.90 2.513 0.253 - -- 2.26 33 2.75 2.00 0.852 0.253 - -- 0.60 34 2.83 1.80 0.767 0.253 - -- 0.51 35 2.92 1.80 0.767 0.253 - -- 0.51 36 3.00 0.60 0.256 0.253 - -- 0.00 Sum = 100.0 Sum = 33.5 Flood volume = Effective rainfall 2.79(In) times area 30.1(Ac.) /[(In) /(Ft.)] = 7.0(Ac.Ft) Total soil loss = 0.76(In) Total soil loss = 1.907(Ac.Ft) Total rainfall = 3.55(In) Flood volume = 304785.0 Cubic Feet Total ------------------------------------------------------------ soil loss = 83047.6 Cubic Feet - - - - -- Peak flow rate of this hydrograph = 90.342(CFS) ------------------------------------------------------------ - - - - -- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M R u n o f f H y d r o g r a p h ------------------------------------------------------------ - - - - -- Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS') 0 25.0 50.0 75.0 100.0 ----------------------------------------------------------------------- 0+ 5 0.0288 4.18 VQ I I I 0 +10 0.0852 • 8.19 V Q I 0 +15 0.1383 7.71 V Q I I I I 0 +20 I 0.2015 9.16 IV Q I I I 0 +25 I 0.2789 11.24 IV Q I I I 0 +30 0.3709 13.36 1 V Q I I I I 0 +35 0.4632 13.41 1 V Q I I I 0 +40 I 0.5581 13.78 1 V Q I I I 0 +45 I 0.6634 15.28 1 V Q I I I 0 +50 I 0.7578 13.71 1 VQ I I I 0 +55 I 0.8452 12.69 1 VQ I I I 1+ 0 I 0.9426 14.14 1 Q I I I 1+ 5 I 1.0642 17.66 1 VQ I 1 1 1 +10 1.2031 20.17 1 V Q I I I I 1 +15 i 1.3451 20.63 1 VQ I I I 1 +20 I 1.4799 19.57 1 QV I I I 1 +25 I 1.6313 21.99 1 QVI I I 1 +30 I 1.8089 25.79 1 Q I I 1 +35 I 1.9819 25.12 1 QV I I 1 +40 i 2.1574 25.48 1 Q V I I 1 +45 I 2.3673 30.47 1 1 QV I I 1 +50 I 2.5939 32.91 1 1 QV I I 1 +55 2.8093 31.28 1 1 Q V I I I 2+ 0 3.0209 30.72 1 1 Q V I I I 2+ 5 3.2386 31.62 1 1 Q V I I 2 +10 3.5055 38.75 1 1 Q V I I 2 +15 3.8490 49.88 1 1 QI V I I 2 +20 4.1704 46.67 1 1 Q I V I I 2 +25 4.5757 58.84 1 1 1 Q V I I 2 +30 I 5.1221 79.33 1 1 1 VIQ 2 +35 I 5.7442 90.34 1 1 1 1 V Q 2 +40 I 6.3182 83.34 1 1 1 1 Q V m 2 +45 6.6501 48.18 I I Q I V 2 +50 6.8071 22.79 I Q ( I V 2 +55 6.9245 17.05 I Q I I I VI 3+ 0 6.9832 8.53 1 Q I I I VI 3+5 6.9943 1.61 Q I I I VI 3 +10 6.9969 0.38 Q I I I VI 3 +15 6.9969 0.00 Q I I V ----------------------------------------------------------------- - - - - -- m 4 — N0f 02'40" ° -. ` ,, 643.58__ _� : -__ -� _ _ _ --- -- , _ _ ____ i \��g sz _. _ 61 _ _, . _, ,.�,.,� -emu.. ;.��,.0 � _. ,- �.,..,.„. v ,.,,�,,�, _ ._v___.._ ,__.. , _ x w �. �_._ � . ,. �� � _.v_�, _._. ._ .._ -� 763 _- _._ _ � - 1 44 45 - 46 41 48 4� 50 _ __ :_ _. � 39 40 ' .f. 4 050 s.f. r _ _ _ - 450 s.f� 4 050 s ;. � .f. 4 050 s.f. 0 �ry a ry r i8 32 33 3 _ _ ae5s sf. 40�o s.� 4,050 g.f= 4a5r �r. a,o5o $.f. 4,a g , 4� 4o i. 050 .! 4656 s.. 4051! sf. 4859 qfi #650 st 4;650 sf. _ ,05�i s 0_ ___ 423.0 f. s.. 4050�sf. 4050 s.f. ;A5asf . 4.05fJ s.f. 4,050 s _4,050 r 4050 s.f. 4 050 s.f. 4, '; - 050 4 4. 4 4. 2 s.f. 4 4 050 sf4 424 2 4 4 0s.f. 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A,. ., s. _:., �: x« £ s: . �.,�?,'..�^"" + fir .. £fir IMMUNE .'".' -:-:' ONE NO iii v 3 I�DP Y -PcAW u � O PROTECT DESCRIPTION: III ' The purpose of this report is to provide preliminary hydrology calculations to approximate the displacement in water surface elevation of the lakes during a 100 year ' storm event for Tract No. 35238, an 80 -acre RV Resort project. Tract No.35238 is bounded by a vacant land to the west, east and south. Residential ' homes can be found to the north of the project site. The location is also shown on the attached Vicinity Map. In the City of La Quinta, County of Riverside, State of California. The project consists of 352 motor coach lots approximately 4,700 square foot ' each, and two golf courses, and two club houses. The project's site was divided into two watersheds. Watershed "A" consists of the north ' 49.66 acres, containing 210 RV lots and one lake. Watershed "B" consists of the South 30.22 acres, containing 144 RV lots and one lake. ' Storm flows for both Watersheds "A" and "B" will be completely retained on the lakes. (Refer to EXHIBIT map). 1 METHODOLOGY: ' Runoff modeling was performed under the guidelines of the Riverside County Flood Control and Water Conservations District Hydrology Manual (RCFC &WDC). Retention basin was sized utilizing the SCS -TR 55 computer program. This program also conforms to the Riverside County Flood Control and Water Conservation District. ' II w C VICINITY MAP NOT TO SCALE 1 U. S. DEPARTMENT OF SOIL CONSERVATION SERVICE v 'sc r— mrtw't:;4�:� V ✓:!!��e' . �^ q }. ,'i;,. �' � ". +'�vf. , fi }e ''�� v�L�hia ' :`l;r.:'::: ?.:ih;".i�CfclF� ;_ n � •z�, '� ,a +d: . .... �!!II #1�( Ilii •i. H•., t '"r t _, t f I' 1t r ,,' •' � 1 � r �� �� � b "� � s � t'�1 .T :`%,r`� :(i��lltl �� `�� If�i!`� _ � ;,'�,_• c.�f l,��aw f `� , �, t�i�� ,�� � N �,..�,. f F ;l, �m 1" ..,Ui�gy 1 RIY 'Ind• 6l: t l i¢ai �,li�l� ti �� II��VI!�l all 1 � 1 t���)�����). �,��! fl • t ,� r in 5 k d `,• ilt lti.. 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I4' ��97 .i )fy+/ry f. {1� i ,i jv i • �„t. {IFir. ,. 2S; .1�•. ..F +..1 � r 1.1 1, y i� ,J CdC _buf�'i • �� fifpe.. �• .'�'�7Yf 4 I ;• ���'LrU br dlk: i ,(.. fF ,.} 1 „'+i;�.r Y,L 3�, •ti,y [,1• `)y';� 54000 FEE 33 °3TIV 116° 15' ® ® ® � ® ® ® = � This soil survey was compiled in 1978 by the U.S. Department of Agriculture, Soil Conservation Service and cooperating agencies -- - 0 . \ ' - 11 . ,rAV7rr� ND 1 1 jt yf K 0 �e 5000 4000 3000 2000 1000 0 Sc RIVERSIDE COUNTY, CALIFO RIVERSIDE COUNTY, CALIFORNIA 77 i 1.' rj+Agl.>;12.. —,Sail and water features the feature Is not a concern. See text for descriptions of symbols and such terms as "rare," [Absence of an entry indicates "brief," and "perched." The symbol < means less than; > means greater than] 1 Hydro. Flooding High water table Bedrock Soil name and logic Frequency Duration Months Depth Kind Months Depth Hardness map symbol group 1 n !w Badland : . BA. 1 Borrow pits: B P. Bull Trail: B None -- - - - - -- ------ -- - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - -- BtE -- ---------- C a *on- ANone - - - - -- -------- - - - - -- - -- --- - - - - -- >6.0 -------------- ------ - - - - -- >60 ---- - - - - -- Ci8 0II Variant: ii A None - - - - -- -------- - - - - -- --- --- - - - - -- > 6.0 --- --- ----- - -- --- ----- - - -- > 60 ------- --- CbD-------------- -- Carrizo: -------------- > 6.0 -------- - - - - -- - - -- -- - - -- -- >60 --- - -- - -- - Carsitas: CdC, CdE, ChC, CkB. A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0. ____ ______ 2.0.0 Apparent_____ Jan- Dec____ > 60 ---------- >60 _ --- - - - - -- CFB------------ - - - - -- A None--------------- - - - - -- ----------- Carsitas Variant: C None - - - - -- -- - -- - -- >6.0 ------ -- - -- --- --- --- - --- -- 6-2Q Rippable. C m B, C m E----- - - - - -- - - - - -- -------- Chuckawalla: CoB, Co D, CnC, CnE. B None______ _ -------- - - - - -- --- ----- -- --- -- - - - - -- >6.0 _ - -- ------ - - - - -- >60 ---------- 1 " Coachella: B None - - - - -- - -- >6.0 ---- - - - - -- ------- - - - - -- - 3.0 -5.0 Apparent - - - -- Jan-Dec_:__ >60 ---- - - - - -- > ---------- CrA----------------- B None - - - - -- -------- - - - - -- - --- -- ____ -- 1 Fluvaquents: D Frequent - -- Very long - - - -- Apr - Sep - - -- 0.5 -2.0 Apparent_-- -- Jan - Dec -- -- > - --- -- - - -- Fe------------------- Fluvents: Fe------------- - - - - -- A/D Occasional-- Very brief Jan - Dec__ -- > - - ------------- -- -- - - - - -- >60 ---- -- - - -- 1 Gilman: (5a.,B,GbA,GbB,GeA. B.._ Rare- - - - - -- -------- - - - - -- ------ - - - - -- > 6.0 3.0 -5.0 _ ------------- Apparent----- - - - --- - - - - -- Apr-Oct >60 > ---- - - - - -- ---- - - - - -- �scA; GdA, GIA - -- None - - - -- -------------- ------------ 1 Gravel pits and dumps: G P. Ixn rial: IeA------------------ D None - - - --- ---- ---- - - - - -- ------ - - - - -- > 1.0 -3.0 Apparent ----- - - -- Jan - Dec - --- >60 > 60 ---- _ --- - - - - -- IIA - - - - -- ----- - - - - -- - D None ------ -------------- ------------ ImCl: Imperial part- - - - - -- Gullied land part. D None-- -- -- -------- - - - - -- ------------ ------------- - 1 Imppeerial: Iocl: 1.5-5.0 Apparent - - - -- Jan - Dec - - -- >60 -- -- - - - - -- Impenal part ------- Gullied land part. D None - - - - -- - - - - - -- -- ------ ---- -- 1 Indio:. - -- >� --- - - - - -- IP, Is--------- - - - - -- B None - - -- --------- - - - - -- ------ - - - - -- >6.0 3.0 -5.0 - - -- Apparent - -- -- - - Jan - Dec - - -- >60 ---- ---- -- Ir, It---- ------ - - - - -- B None - - - - -- ------- - - - - - -- ---- -- - - - - -- Lithic Torripsamments: LR1: Lithic > 6.0 ----- --- - -- - -- - ___________ 1 -10 Hard. Torripsammentapart. D None---- -- ------- - - - - -- - - --- - - - - -- 1 i Rock outcrop part. 1= i 78 SOIL SURVEY TABLE 12.- -,Soil and water features — Continued Soil name and map symbol - Hydro- logic group Flooding High water table Bedrock Frequency Duration Months Depth Kind Months Depth Hardness Ft in loma: AaB, MeD----- - - - - -- A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 - ------- - - - - -- ------ - - - - -- >60 ---- - - - - -- v1cB--- -------- - - - - -- A None - - - - -- --- ----- -- - - -- ------ - - -- -- 1.5-5.0 Apparent -_- Jan- Dec - - -- >60 - --- - -- - -- and: IeB-- --------- - - - - -- C None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - -- Ib B----------------- C None - - - - -- -------- - - - - -- ------ - - - - -- 1.5 -5.0 Apparent - - - -- Jan- Dec - - -- >60 -- Ometott: OmD---------- - - - - -- C None - - - - -- --- ----- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- 4-20 Rippable. Orr: Omstott part- - - - - -- C None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------------------------- 4-20 Rippable. Rock outcrop part. Riverwash: RA. Rock outcrop: RO. RTr: Rock outcrop part. Lithic Torripsamments part. D None - --- -- ----- --- - - - --- -------------- ------ - - -- -- 1 -10 Hard. Rubble land: RU. Salton: Se, Sb-- ------- - - - - -- D None - - - - -- -------- - - - - -- ------ - - - - -- 2.0 -5.0 Apparent -- - -- Jan- Dec - - -- >60 ---- - - - - -- Soboba: SoD, SpE------ - - - --- A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 --- --- r - - - - - -- ------ - - - - -- >60 -- = ------- Torriorthents: TO r: Torriorthents part. Rock outcrop part. Tu�unga: >60 pE, TrC, TsB- - - - - -- A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- ---- - - - - -- • This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the composition and behavior of the whole mapping unit parent; and the months of the year that the water table commonly is high. Only saturated zones above a depth of 5 or 6 feet are indicated. Information about the seasonal high water table helps in assessing the need for specially designed foundations, the need for specific kinds of drainage systems, and the need for footing drains to insure dry basements. Such information is also needed to decide whether or not construction of basements is feasible and to determine how septic tank absorption fields and other underground installations will function. Also, a seasonal high water table affects ease of excavation. Depth to bedrock is shown for all soils that are underlain by bedrock at a depth of 5 to 6 feet or less. For many soils, the limited depth to bedrock is a part of the definition of the soil series. The depths shown are based on measurements made in many soil borings and on other observations during the mapping of the soils. The kind of bedrock and its hardness as related to ease of excavation is also shown. Rippable bedrock can be excavated with a single -tooth ripping attach- ment on a 200 - horsepower tractor, but hard bedrock generally requires blasting. Formation, Morphology, and Classification of the Soils This section contains descriptions of the major fac- tors of soil formation as they occur in the Coachella Valley Area, a summary of significant morphological characteristics of the soils of the Area, an explanation of the current system of classifying soils by categories broader than the series, and a table showing the clas- RESULTS: Flood Volume: The total flood volume of the 100 -year storm model for the project was determined to be as follows: WATERSHED "A" 100 -YR. STORM EVENT 1 HR. 6.832 AC -FT 243.5 CFS 3 HR. 7.252 AC -FT 101.5 CFS 6 HR. 6.480 AC -FT 78.7 CFS 24 HR. 3.867 AC -FT 14.7 CFS Based on the above calculation, the largest volume was generated by the 100 year 3 -hr event. WATERSHED "B" 100 -YR. STORM EVENT 1 HR. 4.129 AC -FT 147.1 CFS 3 HR. 4.382 AC -FT 61.3 CFS 6 HR. 3.917 AC -FT 47.5 CFS 24 HR. 2.337 AC -FT 8.87 CFS Based on the above calculation, the largest volume was generated by the 100 year 3 -hr event. Displacement in Lakes due to 100 year storm event: North Lake surface area: 4.306 Acres The Lake will be designed to hold 100 year -3 hour event: 7.252 Acre -FT Initial Lake elevation before 100 year event: 424.00 Lake elevation after 100 year event: 425.68 South Lake surface area: 3.302 Acres The Lake will be designed to hold 100 year -3 hour event: 4.382 Acre -FT ' Initial Lake elevation before 100 year event: 419.60 Lake elevation after 100 year event: 420.93 ' O O TTM 35238, SP 2007 -083 LA QUINTA MOTORCOACH RESORTS INC STORM EVENT INTENSITY (INCHES) 1 HR 1.90 3 HR 2.50 6 HR 3.00 24 HR 3.75 PROJECT #5150 CY I > "Y ',T7: Z-. 44 A. 14 rl It .,rw i'� .1,7 tn z > LL. L) LU LLJ a- LL. ui Air 3 17� xx -g q If (1 uj OA qW. r" Yl I-A LY J W NU ggltE :,. .'.�- - .s- �_ -.:5 .>C. -._ ;,rf,w.. _._ -;•�: - „ .t... _ poll -'-' I .1'4',`.' � '' :., M-4 31 4A ♦ 7.' X, -t e, _711 IA 14-- 1 T i . 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N �w IF nom F W, M AT �j --guhnu- p APL- - 'zo iw, TMWP -; �A—Q RX VM� iMW� 1Z -xic N fz wj, OR- 0-ji VAR "ON 'k SUN p Am: J L � 114106 IN= ■nl mmmmw ■ ■I II 111 is �n U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04/24/08 File: 5150A1100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ 5150- WATERSHED A ------------------------------------------------------------------ Drainage Area = 49.81(Ac.) = 0.078 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment. = 49.81(Ac.) _ 0.078 Sq. Mi. Length along longest watercourse = 824.73(Ft.) Length along longest watercourse measured to centroid = 508.64 (Ft.) Length along longest watercourse = 0.156 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 5.20(Ft.) Slope along watercourse = 33.2909 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.25 Min. 25% of lag time = 0.56 Min. 400 of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 0.60 29.89 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 1.90 94.64 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.600(In) Area Averaged 100 -Year Rainfall = 1.900(In) Point rain (area averaged) = 1.900(In) Areal adjustment factor = 99.95 % Adjusted average point rain = 1.899(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 49.812 56.00 0.560 Total Area Entered = 49.81(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000 0.253 Sum (F) _ 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.900 Slope of intensity- duration curve ------------------------------------------------------------------ for a 1 hour storm = 0.5800 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.083 221.986 45.922 23.053 2 0.167 443.972 43.987 22.082 3 0.250 665.958 7.701 3.866 4 0.333 887.944 2.391 1.200 ----------------------------------------------------------------------- Sum = 100.000 Sum= 50.201 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.820 0.253 - -- 0.57 2 0.17 4.20 0.957 0.253 - -- 0.70 3 0.25 4.40. 1.003 0.253 - -- 0..75 4 0.33 4.60 1.048 0.253 - -- 0.79 5 0.42 5.00 1.139 0.253 - -- 0.89 6 0.50 5.60 1.276 0.253 - -- 1.02 7 0.58 6.40 1.459 0.253 - -- 1.21 8 0.67 8.10 1.846 0.253 - -- 1.59 9 0.75 13.10 2.985 0.253 - -- 2.73 10 0.83 34.50 7.862 0.253 - -- 7.61 11 0.92 6.70 1.527 0.253 - -- 1.27 12 1.00 3.80 0.866 0.253 - -- 0.61 Sum = 100.0 Sum = 19.7 Flood volume = Effective rainfall 1.65(In) times area 49..8(Ac.) /[(In) /(Ft.)] = 6.8(Ac.Ft) Total soil loss = 0.25(In) Total soil loss = 1.052(Ac.Ft) Total rainfall = 1.90(In) Flood volume = 297586.9 Cubic Feet Total ------------------------------------------------------------------ soil loss = 45811.4 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 243.474(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 75.0 150.0 225.0 300.0 ----------------------------------------------------------------------- 0+ 5 I 0.0901 13.08 VQ I I I 0 +10 I 0.2882 28.76 IV Q I I I 0 +15 I 0.5294 35.03 1 VQ I I I 0 +20 I 0.7931 38.30 I VQ I I 0 +25 I 1.0807 41.75 I QV I I I 0 +30 1.4053 47.14 I Q V11 I I I 0 +35 1.7826 54.78 1 Q V I I I 0 +40 2.2535 68.38 I QI V I I I 0 +45 2.9704 104.09 I 1 Q V I I I 0 +50 I 4.6472 243.47 I 1 1 V I Q 0 +55 I 6.0933 209.96 I I I Q I V 1+ 0 I 6.6097 74.98 .I QI I I V � I ' 1+ 5 6.7997 27.60 1 Q I I I VI 1 +10 6.8266 3.90 Q I I I VI 1 +15 6.8317 0.74 Q I 1 I V ----------------------------------------------------------------------- � I � I U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04/24/08 File: 5150A3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ 5150- WATERSHED A ------------------------------------------------------------------ Drainage Area = 49.81(Ac.) = 0.078 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 49.81(Ac.) _ 0.078 Sq. Mi. Length along longest watercourse = 824.73(Ft.) Length along longest watercourse measured to centroid = 508.64 (Ft.) Length along longest watercourse = 0.156 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 5.20(Ft.) Slope along watercourse = 33.2909 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.25 Min. 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 1.00 49.81 100 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)[2) Weighting[1 *2) 49.81 2.50 124.53 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.98 % Adjusted average point rain = 2.499(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 49.812 56.00 0.560 Total Area Entered = 49.81(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000 0.253 Sum (F) _ 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.900 U n i t H y d r o g r a p h DESERT S -Curve ----------------------------------------------------------7------- Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.083 221.986 45.922 23.053 2 0.167 443.972 43.987 22.082 3 0.250 665.958 7.701 3.866 4 0.333 887.944 2.391 1.200 ----------------------------------------------------------------------- Sum = 100.000 Sum= 50.201 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.390 0.253 - -- 0.14 2 0.17 1.30 0.390 0.253 - -- 0.14 3 0.25 1.10 0.330 0.253 - -- 0.08 4 0.33 1.50 0.450 0.253 - -- 0.20 5 0.42 1.50 0.450 0.253 - -- 0.20 I ---- 0 +- 5 0 0217 3.15 Q I I -- - - - - ------------------------------------I------- I ' 0 +10 0.0642 6.17 VQ I I I I � I 6 0.50 1.80 0.540 0.253 - -- 0.29 7 0.58 1.50 0.450 0.253 - -- 0.20 8 0.67 1.80 0.540 0.253 - -- 0.29 9 0.75 1.80 0.540 0.253 0.29 10 0.83 1.50 0.450 ___ 0.253 0.20 11 0.92 1.60 0.480 0.253 - -- 0.23 12 1.00 1.80 0.540 0.253 - -- 0.29 ' 13 1.08 .2.20 0.660 0.253 0.41 14 1.17 2.20 0.660 __- 0.253 0.41 15 1.25 2.20 0.660 0.253 - -- 0.41 16 1.33 2.00 0.600 0.253 - -- 0.35 ' 17 1.42 2.60 0.780 0.253 0.53 18 1.50 2.70 _0.810 0.253 0.56 19 1.58 2.40 0.720 0.253 - -- 0.47 20 1.67 2.70 0.810 0.253 - -- 0.56 21 1.75 3.30 0.990 0.253 0.74 22 1.83 3.10 0.930 0.253 0.68 23 1.92 2.90 0.870 0.253 - -- 0.62 24 2.00 3.00 0.900 0.253 0.65 25 2.08 3.10 0.930 ___ 0.253 0.68 26 2.17 4.20 1.260 0.253 - -- 1.01 27 2.25 5.00 1.500 0.253 - -- 1.25 28 2.33 3.50 1.050 0.253 - -- 0.80 ' 29 2.42 6.80 2.040 0.253 1.79 30 2.50 7.30 2.190 0.253 - -- 1.94 31 2.58 8.20 2.459 0.253 - -- 2.21 32 2.67 5.90 1.770 0.253 1.52 ' 33 2.75 2.00 0.600 __- 0.253 0.35 34 2.83 1.80 0.540 0.253 - -- 0.29 35 2.92 1.80 0.540 0.253 - -- 0.29 ' 36 3.00 0.60 0.180 0.253 0.162 0.02 Sum = 100.0 Sum = 21.0 Flood volume = Effective rainfall 1.75(In) times area 49.8(Ac.) /[(In) /(Ft.)] = 7.3(Ac.Ft) Total soil loss = 0.75(In) Total soil loss = 3.123(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 315888.4 Cubic Feet Total ----- ----- soil loss ----- = 136057.0 Cubic -------- -------- ------ Feet ----- ------------------------ ' -- -Peak ------------------------------- flow rate of this hydrograph-=----101_526(CFS) -------------------- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h ' Hydrograph in 5 Minute intervals ((CFS)) ' ------------------------------------------------------------------ Time(h +m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 I ---- 0 +- 5 0 0217 3.15 Q I I -- - - - - ------------------------------------I------- I ' 0 +10 0.0642 6.17 VQ I I I I � I I . 0 +15 I 0.1007 5.31 VQ I I 0 +20 I 0.1484 6.92 VQ I I 0 +25 I 0.2127 9.34 IQ I I 0 +30 I 0.2940 11.80 IVQ I I 0 +35 I 0.3756 11.86 1 Q I I 0 +40 I 0.4603 12.30 1 Q I I 0 +45 I 0.5570 14.04 I QV I I 0 +50 I 0.6411 12.21 1 QV I I 0 +55 I 0.7170 11.02 1 QV I I 1+ 0 I 0.8046 12.72 I Q V I I 1+ 5 I 0.9204 16.82 I Q V I I 1 +10 I 1.0564 19.74 I Q V I I 1 +15 I 1.1960 20.27 I Q V I 1 +20 I 1.3271 19.03 I Q V I I 1 +25 I 1.4776 21.86 I Q V I I 1 +30 I 1.6587 26.29 1 Q VI I 1 +35 I 1.8344 25.51 I Q V I 1 +40 I 2.0129 25.93 1 Q IV I 1 +45 I 2.2316 31.75 1 Q I V I 1 +50 I 2.4698 34.58 1 Q I V I 1 +55 I 2.6949 32.68 1 Q I V I 2+ 0 I 2.9155 32.03 I Q I V I 2+ 5 I 3.1433 33.08 1 Q I V 2 +10 I 3.4284 41.40 1 Q I V 2 +15 I 3.8029 54.37 I Q V 2 +20 I 4.1514 50.61 I Q I V 2 +25 I 4.5979 64.82 I I Q I 2 +30 I 5.2087 88.70 I I Q I 2 +35 I 5.9079 101.53 I I Q 2 +40 I 6.5508 93.35 I I Q I V I I I I I I I I I I I I I I I I I I I I I I I I I I I V I I V I V I 2 +45 6.9114 52.35 I Q I I V I 2 +50 7.0682 22.78 I Q I I I V 2 +55 7.1791 16.10 1 Q I I I VI 3+ 0 7.2361 8.27 IQ I I I VI 3+ 5 7.2488 1.85 Q I I I VI 3 +10 7.2517 0.41 Q I I I VI 3 +15 7.2518 0.02 Q I I I VI ----------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s 7.0 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version Study date 04/24/08 File: 5150A6100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ 5150- WATERSHED A ------------------------------------------------------------------ Drainage Area = 49.81(Ac.) = 0.078 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 49.81(Ac.) _ 0.078 Sq. Mi. Length along longest watercourse = 824.73(Ft.) Length along longest watercourse measured to centroid = 508.64 (Ft.) Length along longest watercourse = 0.156 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 5.20(Ft.) Slope along watercourse = 33.2909 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.25 Min. 25% of lag time = 0.56 Min. 400 of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 1.20 59.77 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 3.00 149.44 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.200(In) Area Averaged 100 -Year Rainfall = 3.000(In) Point rain (area averaged) = 3.000(In) Areal adjustment factor = 99.98 % Adjusted average point rain = 2.999(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 49.812 56.00 0.560 Total Area Entered = 49.81(Ac.) IUnit Time Pattern Storm Rain Loss rate(In. /Hr) Effective RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F (In /Hr) AMC2 AMC -2 (In /Hr) (Dec.° %) (In /Hr) (Dec.) ' (In /Hr) 0.50 0.180 0.253 0.162 56.0 56.0 0.511 0.560 0.253 1.000 0.60 0.253 0.253 0.194 0.02 3 0.25 0.60 Sum (F) _ t 0.253 0.02 4 0.33 Area averaged mean soil loss (F) (In /Hr) = 0.253 0.194 0.02 Minimum soil loss rate ((In /Hr)) = 0.127 0.42 0.60 (for 24 hour storm duration) 0.194 0.02 ' Soil ------------------------------------------------------------------ low loss rate (decimal) = 0.900 ' U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------------- 1 -- ------------------------------------------------------------------ Unit Hydrograph Data ' Unit time period Time °% of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) ' 1 0.083 221.986 45.922 23.053 2 0.167 443.972 43.987 22.082 3 0.250 665.958 7.701 3.866 4 0.333 887.944 2.391 1.200 ' ----------------------------------------------------------------- Sum = 100.000 Sum= 50.201 - - - - -- IUnit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.180 0.253 0.162 0.02 ' 2 0.17 0.60 0.216 0.253 0.194 0.02 3 0.25 0.60 0.216 0.253 0.194 0.02 4 0.33 0.60 0.216 0.253 0.194 0.02 ' 5 0.42 0.60 0.216 0.253 0.194 0.02 6 0.50 0.70. 0.252 0.253 0.227 0..03 7 0.58 0.70 0.252 0.253 0.227 0.03 8 0.67 0.70 0.252 0.253 0.227 0.03 9 0.75 0.70 0.252 0.253 0.227 0.03 10 0.83 0.70 0.252 0.253 0.227 0.03 11 0.92 0.70 0.252 0.253 0.227 0.03 12 1.00 0.80 0.288 0.253 - -- 0.03 13 1.08 0.80 0.288 0.253 - -- 0.03 14 1.17 0.80 0.288 0.253 - -- 0.03 15 1.25 0.80 0.288 0.253 - -- 0.03 16 1.33 0.80 0.288 0.253 - -- 0.03 17 1.42 0.80 0.288 0.253 - -- 0.03 18 1.50 0.80 0.288 0.253 - -- 0.03 19 1.58 0.80 0.288 0.253 - -- 0.03 20 1.67 0.80 0.288 0.253 - -- 0.03 21 1.75 0.80 0.288 0.253 - -- 0.03 22 1.83 0.80 0.288 0.253 - -- 0.03 23 1.92 0.80 0.288 0.253 - -- 0.03 24 2.00 0.90 0.324 0.253 - -- 0.07 25 2.08 0.80 0.288 0.253 - -- 0.03 26 2.17 0.90 0.324 0.253 - -- 0.07 27 2.25 0.90 0.324 0.253 - -- 0.07 28 2.33 0.90 0.324 0.253 - -- 0.07 29 2.42 0.90 0.324 0.253 - -- 0.07 30 2.50 0.90 0.324 0.253 - -- 0.07 31 2.58 0.90 0.324 0.253 - -- 0.07 32 2.67 0.90 0.324 0.253 - -- 0.07 33 2.75 1.00 0.360 0.253 - -- 0.11 34 2.83 1.00 0.360 0.253 - -- 0.11 35 2.92 1.00 0.360 0.253 - -- 0.11 36 3.00 1.00 0.360 0.253 - -- 0.11 37 3.08 1.00 0.360 0.253 - -- 0.11 38 3.17 1.10 0.396 0.253 - -- 0.14 39 3.25 1.10 0.396 0.253 - -- 0.14 40 3.33 1.10 0.396 0.253 - -- 0.14 41 3.42 1.20 0.432 0.253 - -- 0.18 42 3.50 1.30 0.468 0.253 - -- 0.21 43 3.58 1.40 0.504 0.253 - -- 0.25 44 3.67 1.40 0.504 0.253 - -- 0.25 45 3.75 1.50 0.540 0.253 - -- 0.29 46 3.83 1.50 0.540 0.253 - -- 0.29 47 3.92 1.60 0.576 0.253 - -- 0.32 48 4.00 1.60 0.576 0.253 - -- 0.32 49 4.08 1.70 0.612 0.253 - -- 0.36 50 4.17 1.80 0.648 0.253 - -- 0.39 51 4.25 1.90 0.684 0.253 - -- 0.43 52 4.33 2.00 0.720 0.253 - -- 0.47 53 4.42 2.10 0.756 0.253 - -- 0.50 54 4.50 2.10 0.756 0.253 - -- 0.50 55 4.58 2.20 0.792 0.253 - -- 0.54 56 4.67 2.30 0.828 0.253 - -- 0.57 57 4.75 2.40 0.864 0.253 - -- 0.61 58 4.83 2.40 0.864 0.253 - -- 0.61 59 4.92 2.50 0.900 0.253 - -- 0.65 60 5.00 2.60 0.936 0.253 - -- 0.68 61 5.08 3.10 1.116 0.253 - -- 0.86 62 5.17 3.60 1.296 0.253 - -- 1.04 63 5.25 3.90 1.404 0.253 - -- 1.15 64 5.33 4.20 1.512 0.253 - -- 1.26 65 5.42 4.70 1.692 0.253 - -- 1.44 66 5.50 5.60 2.016 0.253 - -- 1.76 67 5.58 1.90 0.684 0.253 - -- 0.43 68 5.67 0.90 0.324 0.253 - -- 0.07 69 5.75 0.60 0.216 0.253 0.194 0.02 70 5.83 0.50 0.180 0.253 0.162 0.02 71 5.92 0.30 0.108 0.253 0.097 0.01 72 6.00 0.20 0.072 0.253 0.065 0.01 Sum = 100.0 Sum = 18.7 Flood volume = Effective rainfall 1.56(In) times area 49.8(Ac.) /[(In) /(Ft.)) = 6.5(Ac.Ft) Total soil loss = 1.44(In) Total soil loss = 5.970(Ac:Ft) Total rainfall = 3.00(In) Flood volume = 282289.1 Cubic Feet Total --------------------------7--------------------------------------- soil loss = 260070.7 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 78.674(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 20.0 40.0 60.0 80.0 ----------------------------------------------------------------------- 0+ 5 I 0.0029 0.42 Q I I I 0 +10 I 0.0090 0.90 Q I I I 0 +15 I 0.0162 1.04 Q I I I 0 +20 I 0.0237 1.08 Q I I I 0 +25 I 0.0311 1.08 Q I I I 0 +30 I 0.0392 1.17 Q I I I 0 +35 I 0.0478 1.25 Q I I I 0 +40 I 0.0565 1.26 Q I I I 0 +45 I 0.0652 1.27 Q I I I 0 +50 I 0.0739 1.27 Q I I I 0 +55 I 0.0826 1.27 Q I I I 1+ 0 I 0.0928 1.48 Q I I I 1+ 5 I 0.1044 1.69 Q I I I 1 +10 I 0.1163 1.73 Q I I I 1 +15 I 0.1283 1.74 Q I I I 1 +20 I 0.1403 1.74 Q I I I 1 +25 I 0.1522 1.74 Q I I I 1 +30 I 0.1642 1.74 QV I I I 1 +35 I 0.1762 1.74 QV I I I 1 +40 I 0.1881 1.74 QV I I I 1 +45 I 0.2001 1.74 QV I I I 1 +50 I 0.2121 1.74 QV I I I 1 +55 I 0.2240 1.74 QV I I I 2+ 0 I 0.2417 2.57 IQ I I I 2+ 5 I 0.2592 2.53 IQ I I I 2 +10 I 0.2778 2.71 IQ I I I 2 +15 I 0.3013 3.41 IQ I I I 2 +20 I 0.3254 3.50 IQV I I I 2 +25 I 0.3498 3.55 IQV I I I 2 +30 I 0.3742 3.55 IQV I I I 2 +35 I 0.3986 3.55 IQV 2 +40 I 0.4231 3.55 IQV I I I 2 +45 I 0.4532 4.38 1 Q I I I 2 +50 I 0.4888 5.17 1 QV I I I 2 +55 I 0.5254 5.31 1 QV I I I 3+ 0 I 0.5622 5.35 1 QV I I I 3+ 5 I 0.5991 5.35 1 QV I I I 3 +10 I 0.6417 6.18 1 Q 3 +15 0.6898 6.98 I QV I I I 3 +20 I 0.7388 7.12 1 QV I ( I 3 +25 I 0.7938 7.99 1 QV I I I 3 +30 I 0.8600 9.62 1 QV I I I 3 +35 I 0.9384 11.38 1 Q I I I 3 +40 I 1.0235 12.36 1 Q I I I 3 +45 1.1156 13.37 1 Q I I I I I 3 +50 1.2135 14.21 1 Q I I I I 3 +55 1.3181 15.18 1 QV I I I I 4+ 0 1.4284 16.02 1 Q I I I i 4+ 5 1.5454 16.99 I QVI I I I 4 +10 1.6738 18.66 1 QV I I I 4 +15 1.8145 20.42 1 QV I I I 4 +20 1.9676 22.23 I IQV I I I 4 +25 2.1331 24.04 I 1 QV I I I 4 +30 2.3054 25.01 I 1 Q V I I I 4 +35 2.4846 26.03 1 1 Q V I I I 4 +40 2.6754 27.70 I 1 Q V I I I 4 +45 2.8783 29.46 I I Q V I I I 4 +50 3.0879 30.44 I I Q VI I I 4 +55 3.3045 31.45 I 1 Q V I I 5+ 0 3.5326 33.12 I I Q IV I I 5+ 5 3.7957 38.20 1 I QI V I I 5 +10 4.1161 46.51 1 I I Q V I I 5 +15 4.4860 53.72 I I I QV I I 5 +20 4.8959 59.51 I I I QV I 5 +25 5.3551 66.68 I I I I Q 5 +30 5.8969 78.67 I I I I QI 1 5 +35 6.2822 55.94 I I I Q I 5 +40 6.4177 19.68 I QI I I V1 5 +45 6.4580 5.84 1 Q I I I V1 5 +50 6.4695 1.68 Q I 1 1 V1 5 +55 6.4751 0.81 Q I I I VI 6+ 0 6.4786 0.50 Q I I I V1 6+ 5 6.4801 0.22 Q I I I VI 6 +10 6.4804 0.04 Q I I I V1 6 +15 6.4805 0.01 Q I I I V1 V ►U 1 U n i t H y d r o g r a p h A n a l y s i s 7.0 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version Study date 04/24/08 File: 5150A24100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------ - - - - -- English (in -lb) Input Units Used ' English Rainfall Data (Inches) Input Values Used English Units used in output format 5150 - WATERSHED A Drainage Area = 49.81(Ac.) = 0.078 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 49.81(Ac.) _ 0.078 Sq. Mi. Length along longest watercourse = 824.73(Ft.) Length along longest watercourse measured to centroid = 508.64 (Ft.) Length along longest watercourse = 0.156 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 5.20(Ft.) Slope along watercourse = 33.2909 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.25 Min. 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 1.40 69.74 100 YEAR Area rainfall data: Area(Ac.)[l] Rainfall(In)[2] Weighting[1 *2] 49.81 3.75 186.79 STORM EVENT (YEAR) = 100.00 ' Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 3.750(In) Point rain (area averaged) = 3.750(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.750(In) Sub -Area Data: ' Area(Ac.) Runoff Index Impervious % 49.812 56.00 0.560 Total Area Entered = 49.81(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) ' (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000 0.253 Sum (F) _ ' 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) - = -- -0_900 ---------------------------- ------------------------------- U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ ' Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) ' 1 0.083 221.986 45.922 23.053 2 0.167 443.972 43.987 22.082 3 0.250 665.958 7.701 3.866 4 0.333 887.944 2.391 1.200 ' ----------------------------- - - - - -- -Sum -= 100.000 - -- Sum- - - - - -- 50_201 ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.030 0.449 0.027 0.00 2 0.17 0.07 0.030 0.447 0.027 0.00 ' 3 0.25 0.07 0.030 0.446 0.027 0.00 4 0.33 0.10 0.045 0.444 0.040 0.00 _ 5 0.42 0.10 0.045 0.442 0.040 0.00 6 0.50 0.10 0.045 0.440' 0.040 0.0.0 7 0.58 0.10 0.045 0.439 0.040 0.00 8 0.67 0.10 0.045 0.437 0.040 0.00 9 0.75 0.10 0.045 0.435 0.040 0.00 10 0.83 0.13 0.060 0.434 0.054 0.01 11 0.92 0.13 0.060 0.432 0.054 0.01 12 1.00 0.13 0.060 0.430 0.054 0.01 13 1.08 0.10 0.045 0.429 0.040 0.00 14 1.17 0.10 0.045 0.427 0.040 0.00 15 1.25 0.10 0.045 0.425 0.040 0.00 16 1.33 0.10 0.045 0.423 0.040 0.00 17 1.42 0.10 0.045 0.422 0.040 0.00 18 1.50 0.10 0.045 0.420 0.040 0.00 19 1.58 0.10 0.045 0.418 0.040 0.00 20 1.67 0.10 0.045 0.417 0.040 0.00 21 1.75 0.10 0.045 0.415 0.040 0.00 22 1.83 0.13 0.060 0.413 0.054 0.01 23 1.92 0.13 0.060 0.412 0.054 0.01 24 2.00 0.13 0.060 0.410 0.054 0.01 25 2.08 0.13 0.060 0.408 0.054 0.01 26 2.17 0.13 0.060 0.407 0.054 0.01 27 2.25 0.13 0.060 0.405 0.054 0.01 28 2.33 0.13 0.060 0.403 0.054 0.01 29 2.42 0.13 0.060 0.402 0.054 0.01 30 2.50 0.13 0.060 0.400 0.054 0.01 31 2.58 0.17 0.075 0.398 0.067 0.01 32 2.67 0.17 0.075 0.397 0.067 0.01 33 2.75 0.17 0.075 0.395 0.067 0.01 34 2.83 0.17 0.075 0.394 0.067 0.01 35 2.92 0.17 0.075 0.392 0.067 0.01 36 3.00 0.17 0.075 0.390 0.067 0.01 37 3.08 0.17 0.075 0.389 0.067 0.01 38 3.17 0.17 0.075 0.387 0.067 0.01 39 3.25 0.17 0.075 0.386 0.067 0.01 40 3.33 0.17 0.075 0.384 0.067 0.01 41 3.42 0.17 0.075 0.382 0.067 0.01 42 3.50 0.17 0.075 0.381 0.067 0.01 43 3.58 0.17 0.075 0.379 0.067 0.01 44 3.67 0.17 0.075 0.378 0.067 0.01 45 3.75 0.17 0.075 0.376 0.067 0.01 46 3.83 0.20 0.090 0.374 0.081 0.01 47 3.92 0.20 0.090 0.373 0.081 0.01 48 4.00 0.20 0.090 0.371 0.081 0.01 49 4.08 0.20 0.090 0.370 0.081 0.01 50 4.17 0.20 0.090 0.368 0.081 0.01 51 4.25 0.20 0.090 0.366 0.081 0.01 52 4.33 0.23 0.105 0.365 0.094 0.01 53 4.42 0.23 0.105 0.363 0.094 0.01 54 4.50 0.23 0.105 0.362 0.094 0.01 55 4.58 0.23 0.105 0.360 0.094 0.01 56 4.67 0.23 0.105 0.359 0.094 0.01 57 4.75 0.23 0.105 0.357 0.094 0.01 58 4.83 0.27 0.120 0.356 0.108 0.01 59 4.92 0.27 0.120 0.354 0.108 0.01 60 5.00 0.27 0.120 0.353 0.108 0.01 61 5.08 0.20 0.090 0.351 0.081 0.01 62 5.17 0.20 0.090 0.349 0.081 0.01 63 5.25 0.20 0.090 0.348 0.081 0.01 64 5.33 0.23 0.105 0.346 0.094 0.01 65 5.42 0.23 0.105 0.345 0.094 0.01 66 5.50 0.23 0.105 0.343 0.094 0.01 67 5.58 0.27 0.120 0.342 0.108 0.01 68 5.67 0.27 0.120 0.340 0.108 0.01 69 5.75 0.27 0.120 0.339 0.108 0.01 70 5.83 0.27 0.120 0.337 0.108 0.01 71 5.92 0.27 0.120 0.336 0.108 0.01 72 6.00 0.27 0.120 0.334 0.108 0.01 73 6.08 0.30 0.135 0.333 0.121 0.01 74 6.17 0.30 0.135 0.331 0.121 0.01 75 6.25 0.30 0.135 0.330 0.121 0.01 76 6.33 0.30 0.135 0.329 0.121 0.01 77 6.42 0.30 0.135 0.327 0.121 0.01 78 6.50 0.30 0.135 0.326 0.121 0.01 79 6.58 0.33 0.150 0.324 0.135 0.01 80 6.67 0.33 0.150 0.323 0.135 0.01 81 6.75 0.33 0.150 0.321 0.135 0.01 82 6.83 0.33 0.150 0.320 0.135 0.01 83 6.92 0.33 0.150 0.318 0.135 0.01 84 7.00 0.33 0.150 0.317 0.135 0.01 85 7.08 0.33 0.150 0.315 0.135 0.01 86 7.17 0.33 0.150 0.314 0.135 0.01 87 7.25 0.33 0.150 0.313 0.135 0.01 88 7.33 0.37 0.165 0.311 0.148 0.02 89 7.42 0.37 0.165 0.310 0.148 0.02 90 7.50 0.37 0.165 0.308 0.148 0.02 91 7.58 0.40 0.180 0.307 0.162 0.02 92 7.67 0.40 0.180 0.305 0.162 0.02 93 7.75 0.40 0.180 0.304 0.162 0.02 94 7.83 0.43 0.195 0.303 0.175 0.02 95 7.92 0.43 0.195 0.301 0.175 0.02 96 8.00 0.43 0.195 0.300 0.175 0.02 97 8.08 0.50 0.225 0.298 0.202 0.02 98 8.17 0.50 0.225 0.297 0.202 0.02 99 8.25 0.50 0.225 0.296 0.202 0.02 100 8.33 0.50 0.225 0.294 0.202 0.02 101 8.42 0.50 0.225 0.293 0.202 0.02 102 8.50 0.50 0.225 0.292 0.202 0.02 103 8.58 0.53 0.240 0.290 0.216 0.02 104 8.67 0.53 0.240 0.289 0.216 0.02 105 8.75 0.53 0.240 0.287 0.216 0.02 106 8.83 0.57 0.255 0.286 0.229 0.03 107 8.92 0.57 0.255 0.285 0.229 0.03 108 9.00 0.57 0.255 0.283 0.229 0.03 109 9.08 0.63 0.285 0.282 - -- 0.00 110 9.17 0.63 0.285 0.281 - -- 0.00 111 9.25 0.63 0.285 0.279 - -- 0.01 112 9.33 0.67 0.300 0.278 - -- 0.02 113 9.42 0.67 0.300 0.277 - -- 0.02 114 9.50 0.67 0.300 0.275 - -- 0.02 115 9.58 0.70 0.315 0.274 - -- 0.04 116 9.67 0.70 0.315 0.273 - -- 0.04 117 9.75 0.70 0.315 0.271 - -- 0.04 118 9.83 0.73 0.330 0.270 - -- 0.06 119 9.92 0.73 0.330 0.269 - -- 0.06 120 10.00 0.73 0.330 0.268 - -- 0.06 121 10.08 0.50 0.225 0.266 0.202 0.02 122 10.17 0.50 0.225 0.265 0.202 0.02 123 10.25 0.50 0.225 0.264 0.202 0.02 124 10.33 0.50 0.225 0.262 0.202 0.02 125 10.42 0.50 0.225 0.261 0.202 0.02 126 10.50 0.50 0.225 0.260 0.202 0.02 127 10.58 0.67 0.300 0.259 - -- 0.04 128 10.67 0. 67 0.300 0.257 - -- 0.04 129 10.75 0.67 0.300 0.256 - -- 0.04 130 10.83 0.67 0.300 0.255 - -- 0.05 131 10.92 0.67 0.300 0.254 - -- 0.05 132 11.00 0.67 0.300 0.252 - -- 0.05 133 11.08 0.63 0.285 0.251 - -- 0.03 134 11.17 0.63 0.285 0.250 - -- 0.04 135 11.25 0.63 0.285 0.249 - -- 0.04 136 11.33 0.63 0.285 0.247 - -- 0.04 137 11.42 0.63 0.285 0.246 - -- 0.04 138 11.50 0.63 0.285 0.245 - -- 0.04 139 11.58 0.57 0.255 0.244 - -- 0.01 140 11.67 0.57 0.255 0.242 - -- 0.01 141 11.75 0.57 0.255 0.241 - -- 0.01 142 11.83 0.60 0.270 0.240 - -- 0.03 143 11.92 0.60 0.270 0.239 - -- 0.03 144 12.00 0.60 0.270 0.238 - -- 0.03 145 12.08 0.83 0.375 0.237 - -- 0.14 146 12.17 0.83 0.375 0.235 - -- 0.14 147 12.25 0.83 0.375 0.234 - -- 0.14 148 12.33 0.87 0.390 0.233 - -- 0.16 149 12.42 0.87 0.390 0.232 - -- 0.16 150 12.50 0.87 0.390 0.231 - -- 0.16 151 12.58 0.93 0.420 0.229 - -- 0.19 152 12.67 0.93 0.420 0.228 - -- 0.19 153 12.75 0.93 0.420 0.227 - -- 0.19 154 12.83 0.97 0.435 0.226 - -- 0.21 155 12.92 0.97 0.435 0.225 - -- 0.21 156 13.00 0.97 0.435 0.224 - -- 0.21 157 13.08 1.13 0.510 0.223 - -- 0.29 158 13.17 1.13 0.510 0.221 - -- 0.29 159 13.25 1.13 0.510 0.220 - -- 0.29 160 13.33 1.13 0.510 0.219 - -- 0.29 161 13.42 1.13 0.510 0.218 - -- 0.29 162 13.50 1.13 0.510 0.217 - -- 0.29 163 13.58 0.77 0.345 0.216 - -- 0.13 164 13.67 0.77 0.345 0.215 - -- 0.13 165 13.75 0.77 0.345 0.214 - -- 0.13 166 13.83 0.77 0.345 0.213 - -- 0.13 167 13.92 0.77 0.345 0.212 - -- 0.13 168 14.00 0.77 0.345 0.210 - -- 0.13 169 14.08 0.90 0.405 0.209 - -- 0.20 170 14.17 0.90 0.405 0.208 - -- 0.20 171 14.25 0.90 0.405 0.207 - -- 0.20 172 14.33 0.87 0.390 0.206 - -- 0.18 173 14.42 0.87 0.390 0.205 - -- 0.18 174 14.50 0.87 0.390 0.204 - -- 0.19 175 14.58 0.87 0.390 0.203 - -- 0.19 176 14.67 0.87 0.390 0.202 - -- 0.19 177 14.75 0.87 0.390 0.201 - -- 0.19 178 14.83 0.83 0.375 0.200 - -- 0.18 179 14.92 0.83 0.375 0.199 - -- 0.18 180 15.00 0.83 0.375 0.198 - -- 0.18 181 15.08 0.80 0.360 0.197 - -- 0.16 182 15.17 0.80 0.360 0.196 - -- 0.16 183 15.25 0.80 0.360 0.195 - -- 0.17 184 15.33 0.77 0.345 0.194 - -- 0.15 185 15.42 0.77 0.345 0.193 - -- 0.15 186 15.50 0.77 0.345 0.192 - -- 0.15 187 15.58 0.63 0.285 0.191 - -- 0.09 188 15.67 0.63 0.285 0.190 - -- 0.10 189 15.75 0.63 0.285 0.189 - -- 0.10 190 15.83 0.63 0.285 0.188 - -- 0.10 191 15.92 0.63 0.285 0.187 - -- 0.10 192 16.00 0.63 0.285 0.186 - -- 0.10 193 16.08 0.13 0.060 0.185 0.054 0.01 194 16.17 0.13 0.060 0.184 0.054 0.01 195 16.25 0.13 0.060 0.183 0.054 0.01 196 16.33 0.13 0.060 0.182 0.054 0.01 197 16.42 0.13 0.060 0.181 0.054 0.01 198 16.50 0.13 0.060 0.180 0.054 0.01 199 16.58 0.10 0.045 0.180 0.040 0.00 200 16.67 0.10 0.045 0.179 0.040 0.00 201 16.75 0.10 0.045 0.178 0.040 0.00 202 16.83 0.10 0.045 0.177 0.040 0.00 203 16.92 0.10 0.045 0.176 0.040 0.00 204 17.00 0.10 0.045 0.175 0.040 0.00 205 .17.08 0.17 0.075 0.174 0.067 0.01 206 17.17 0.17 0.075 0.173 0.067 0.01 207 17.25 0.17 0.075 0.172 0.067 0.01 208 17.33 0.17 0.075 0.172 0.067 0.01 209 17.42 0.17 0.075 0.171 0.067 0.01 210 17.50 0.17 0.075 0.170 0.067 0.01 211 17.58 0.17 0.075 0.169 0.067 0.01 212 17.67 0.17 0.075 0.168 0.067 0.01 213 17.75 0.17 0.075 0.167 0.067 0.01 214 17.83 0.13 0.060 0.166 0.054 0.01 215 1.7.92 0.13 0.060 0.166 0.054 0.01 216 18.00 0.13 0.060 0.165 0.054 0.01 217 18.08 0.13 0.060 0.164 0.054 0.01 218 18.17 0.13 0.060 0.163 0.054 0.01 219 18.25 0.13 0.060 0.162 0.054 0.01 220 18.33 0.13 0.060 0.162 0.054 0.01 221 18.42 0.13 0.060 0.161 0.054 0.01 222 18.50 0.13 0.060 0.160 0.054 0.01 223 18.58 0.10 0.045 0.159 0.040 0.00 224 18.67 0.10 0.045 0.158 0.040 0.00 225 18.75 0.10 0.045 0.158 0.040 0.00 226 18.83 0.07 0.030 0.157 0.027 0.00 227 18.92 0.07 0.030 0.156 0.027 0.00 228 19.00 0.07 0.030 0.155 0.027 0.00 229 19.08 0.10 0.045 0.155 0.040 0.00 230 19.17 0.10 0.045 0.154 0.040 0.00 231 19.25 0.10 0.045 0.153 0.040 0.00 232 19.33 0.13 0.060 0.153 0.054 0.01 233 19.42 0.13 0.060 0.152 0.054 0.01 234 19.50 0.13 0.060 0.151 0.054 0.01 235 19.58 0.10 0.045 0.150 0.040 0.00 236 19.67 0.10 0.045 0.150 0.040 0.00 237 19.75 0.10 0.045 0.149 0.040 0.00 238 19.83 0.07 0.030 0.148 0.027 0.00 239 19.92 0.07 0.030 0.148 0.027 0.00 240 20.00 0.07 0.030 0.147 0.027 0.00 241 20.08 0.10 0.045 0'.146 0.040 0.00 242 20.17 0.10 0.045 0.146 0.040 0.00 243 20.25 0.10 0.045 0.145 0.040 0.00 244 20.33 0.10 0.045 0.145 0.040 0.00 245 20.42 0.10 0.045 0.144 0.040 0.00 246 20.50 0.10 0.045 0.143 0.040 0.00 247 20.58 0.10 0.045 0.143 0.040 0.00 248 20.67 0.10 0.045 0.142 0.040 0.00 249 20.75 0.10 0.045 0.142 0.040 0.00 250 20.83 0..07 0.030 0.141 0.027 0.00 251 20.92 0.07 0.030 0.140 0.027 0.00 252 21.00 0.07 0.030 0.140 0.027 0.00 253 21.08 0.10 0.045 0.139 0.040 0.00 254 21.17 0.10 0.045 0.139 0.040 0.00 255 21.25 0.10 0.045 0.138 0.040 0.00 256 21.33 0.07 0.030 0.138 0.027 0.00 257 21.42 .0.07 0.030 0.137 0.027 0.00 258 21.50 0.07 0.030 0.137 0.027 0.00 259 21.58 0.10 0.045 0.136 0.040 0.00 260 21.67 0.10 0.045 0.136 0.040 0.00 261 21.75 0.10 0.045 0.135 0.040 0.00 262 21.83 0.07 0.030 0.135 0.027 0.00 263 21.92 0.07 0.030 0.134 0.027 0.00 264 22.00 0.07 0.030 0.134 0.027 0.00 265 22.08 0.10 0.045 0.133 0.040 0.00 266 22.17 0.10 0.045 0.133 0.040 0.00 267 22.25 0.10 0.045 0.132 0.040 0.00 268 22.33 0.07 0.030 0.132 0.027 0.00 269 22.42 0.07 0.030 0.132 0.027 0.00 270 22.50 0.07 0.030 0.131 0.027 0.00 271 22.58 0.07 0.030 0.131 0.027 0.00 272 22.67 0.07 0.030 0.131 0.027 0.00 273 22.75 0.07 0.030 0.130 0.027 0.00 274 22.83 0.07 0.030 0.130 0.027 0.00 275 22.92 0.07 0.030 0.129 0.027 0.00 276 23.00 0.07 0.030 0.129 0.027 0.00 277 23.08 0.07 0.030 0.129 0.027 0.00 278 23.17 0.07 0.030 0.129 0.027 0.00 279 23.25 0.07 0.030 0.128 0.027 0.00 280 23.33 0.07 0.030 0.128 0.027 0.00 281 23.42 0.07 0.030 0.128 0.027 0.00 282 23.50 0.07 0.030 0.128 0.027 0.00 283' 23.58 0.07 0.030 0.127 0.027 0.00 284 23.67 0.07 0.030 0.127 0.027 0.00 285 23.75 0.07 0.030 0.127 0.027 0.00 286 23.83 0.07 0.030 0.127 0.027 0.00 287 23.92 0.07 0.030 0.127 0.027 0.00 288 24.00 0.07 0.030 0.127 0.027 0.00 Sum = 100.0 Sum = 11.2 Flood volume = Effective rainfall 0.93(In) times area 49.8(Ac.) /[(In) /(Ft.)] = 3.9(Ac.Ft) Total soil loss = 2.82(In) Total soil loss = 11.697(Ac.Ft) Total rainfall = 3.75(In) Flood volume = 168459.1 Cubic Feet Total ------------------------------------------------------------------ soil loss = 509540.8 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 14.677(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 I 0.0005 0.07 Q I I I 0 +10 I 0.0014 0.14 Q I I I 0 +15 I 0.0024 0.15 Q I I I 0 +20 I 0.0037 0.19 Q I I I 0 +25 I 0.0052 0.22 Q I I I 0 +30 I 0.0067 0.22 Q I I I 0 +35 I 0.0083 0.23 Q I I I 0 +40 I 0.0099 0.23 Q I I I 0 +45 I 0.0114 0.23 Q I I I 0 +50 I 0.0132 0.26 Q I I I 0 +55 I 0.0152 0.29 Q I I I 1+ 0 I 0.0173 0.30 Q I I I 1+ 5 I 0.0191 0.27 Q I I I 1 +10 I 0.0207 0.23 Q I I I 1 +15 I 0.0223 0.23 Q I I I 1 +20 I 0.0239 0.23 Q 1 +25 I 0.0254 0.23 Q 1 +30 I 0.0270 0.23 Q I I I 1 +35 I 0.0285 0.23 Q I I I 1 +40 I 0.0301 0.23 Q I I I 1 +45 I 0.0316 0.23 Q I I I 1 +50 I 0.0334 0.26 Q I I I 1 +55 I 0.0355 0.29 Q I I I 2+ 0 I 0.0375 0.30 Q I I I 2+ 5 I 0.0396 0.30 Q 2 +10 I 0.0417 0.30 Q I I I 2 +15 I 0.0438 0.30 Q I I I 2 +20 I 0.0458 0.30 Q I I I 2 +25 0.0479 0.30 Q I I I 2 +30 0.0500 0.30 Q I I I 2 +35 0.0523 0.34 Q I I I 2 +40 0.0548 0.37 Q I I I 2 +45 0.0574 0.37 Q I I I 2 +50 0.0600 0.38 Q I I I 2 +55 0.0626 0.38 Q I I I 3+ 0 0.0652 0.38 Q I I I 3+ 5 0.0678 0.38 Q I I I 3 +10 0.0704 0.38 Q I I I 3 +15 0.0730 0.38 Q I I I 3 +20 0.0756 0.38 Q I I I 3 +25 0.0782 0.38 Q I I I 3 +30 0.0808 0.38 Q I I I 3 +35 0.0834 0.38 Q I I I 3 +40 0.0860 0.38 Q I I I 3 +45 0.0885 0.38 Q I I I 3 +50 0.0914 0.41 Q I I I 3 +55 0.0944 0.44 Q I I I 4+ 0 0.0975 0.45 QV I I I 4+ 5 0.1007 0.45 QV I I I 4 +10 0.1038 0.45 QV I I I 4 +15 0.1069 0.45 QV I I I 4 +20 0.1102 0.49 QV I I I 4 +25 0.1138 0.52 IQ I I I 4 +30 0.1174 0.53 IQ I I I 4 +35 0.1211 0.53 IQ I I I 4 +40 0.1247 0.53 IQ I I I 4 +45 0.1283 0.53 IQ I I I 4 +50 0.1322 0.56 IQ 4 +55 0.1363 0.60 IQ I I I I . 5+ 0 I 0.1404 0.60 IQ I I I 5+ 5 I 0.1441 0.53 IQ I I I 5 +10 I 0.1473 0.47 QV 5 +15 I 0.1505 0.46 QV I I I 5 +20 i 0.1538 0.49 QV I I I 5 +25 I 0.1574 0.52 IQ I I I 5 +30 I 0.1610 0.53 IQ I I I 5 +35 i 0.1649 0.56 IQ I I I 5 +40 I 0.1690 0.60 IQ I I I 5 +45 I 0.1731 0.60 IQ I I I 5 +50 I 0.1773 0.60 IQ I I I 5 +55 I 0.1814 0.60 IQ 6+ 0 I 0.1856 0.60 IQ I I I 6+ 5 I 0.1900 0.64 IQ I I I 6 +10 I 0.1946 0.67 IQV I I I 6 +15 I 0.1992 0.68 IQV I I I 6 +20 I 0.2039 0.68 IQV 6 +25 I 0.2086 0.68 IQV I I I 6 +30 I 0.2132 0.68 IQV I I I 6 +35 I 0.2181 0.71 IQV I I I 6 +40 I 0.2233 0.75 IQV I I I 6 +45 I 0.2285 0.75 IQV I I I 6 +50 I 0.2336 0.75 IQV I I I 6 +55 I 0.2388 0.75 IQV I I I 7+ 0 I 0.2440 0.75 IQV I I I 7+ 5 I 0.2492 0.75 IQV I I I 7 +10 I 0.2544 0.75 IQV I I I 7 +15 i 0.2596 0.75 IQV I I I 7 +20 I 0.2650 0.79 IQV I I I 7 +25 I 0.2707 0.82 IQV I I I 7 +30 I 0.2764 0.83 IQV I I I 7 +35 I 0.2823 0.86 IQV I I I 7 +40 I 0.2885 0.90 IQV I I I 7 +45 I 0.2947 0.90 IQ V I I I 7 +50 I 0.3012 0.94 IQ V I I I 7 +55 0.3079 0.97 IQ V I I I I 8+ 0 0.3146 0.98 IQ V I I I I 8+ 5 I 0.3218 1.05 1 QV I I I 8 +10 I 0.3295 1.11 1 QV I I I 8 +15 I 0.3372 1.13 1 QV I I I 8 +20 I 0.3450 1.13 1 QV I I I 8 +25 I 0.3528 1.13 1 QV I I I 8 +30 I 0.3606 1.13 1 QV I I I 8 +35 I 0.3686 1.16 1 QV I I I 8 +40 I 0.3769 1.20 1 QV I I I 8 +45 I 0.3851 1.20 1 QV 1 1 I 8 +50 0.3937 1.24 1 Q V I I I I 8 +55 0.4025 1.27 I Q V 1 1 I I 9+ 0 0.4113 1.28 1 Q V I 9+ 5 0.4165 0.76 1Q V I I I I 9 +10 0.4185 0.29 Q V I I I I 9 +15 0.4203 0.27 Q V 1 I I I 9 +20 0.4248 0.65 IQ V I I I I 9 +25 0.4320 1.05 1 Q V I I I I 9 +30 0.4401 1.17 1 Q V I I I I 9 +35 I 0.4511 1.60 1 QV I I I 9 +40 I 0.4649 2.00 1 QV I I I 9 +45 I 0.4795 2.12 1 Q I I I 9 +50 I 0.4971 2.55 1 Q ► I I 9 +55 I 0.5174 2.95 1 Q I I I 10+ 0 0.5386 3.07 1 VQ I I I I 10+ 5 I 0.5538 2.21 I QV I I I 10 +10 0.5630 1.33 1 Q V I I I I 10 +15 0.5711 1.18 1 Q V I I I I 10 +20 0.5789 1.13 1 Q V I I I I 10 +25 0.5866 1.13 1 Q V I I I I 10 +30 0.5944 1.13 1 Q V I I I I 10 +35 I 0.6052 1.57 1 Q V I I I 10 +40 0.6191 2.01 1 Q V I I I I 10 +45 I 0.6338 2.14 1 Q V I I I 10 +50 0.6492 2.23 1 Q V I I I I 10 +55 0.6649 2.29 1 Q V I I I I 11+ 0 I 0.6811 2.35 1 Q V I I I 11+ 5 0.6954 2.07 1 Q V I I I I 11 +10 0.7078 1.80 1 Q V I I I I 11 +15 0.7202 1.80 1 Q V I I I I 11 +20 0.7329 1.85 1 Q V I I I I 11 +25 0.7461 1.91 1 Q V I I I I 11 +30 0.7597 1.97 1 Q V I I I I 11 +35 0.7689 1.34 1 Q V I I I I 11 +40 0.7740 0.74 1Q V I I I I 11 +45 0.7787 0.68 IQ V I I I I 11 +50 0.7859 1.05 1 Q V 1 I I I 11 +55 0.7959 1.45 1 Q V I I I I 12+ 0 0.8067 1.56 1 Q V I I I I 12+ 5 I 0.8346 4.06 1 Q I I 12 +10 I 0.8790 6.44 1 VI Q I I 12 +15 I 0.9266 6.91 I VI Q I I 12 +20 0.9778 7.44 1 V Q I I I 12 +25 I 1.0317 7.83 I V Q I I 12 +30 I 1.0865 7.95 i IV Q I I 12 +35 I 1.1465 8.71 I. IV Q I I 12 +40 I 1.2115 9.44 1 I V Q I I 12 +45 I 1.2776 9.61 I I V QI I 12 +50 I 1.3468 10.05 I I V Q I 12 +55 I 1.4187 10.44 I I V Q I 13+ 0 I 1.4914 10.55 I I V IQ I 13+ 5 I 1.5765 12.36 I I V I Q I 13 +10 I 1.6734 14.07 I I V I Q I 13 +15 I 1.7727 14.42 I I V I Q I 13 +20 I 1.8730 14.56 I I VI QI 13 +25 I 1.9737 14.62 I I V QI 13 +30 I 2.0748 14.68 I I IV QI 13 +35 I 2.1501 10.93 I I IQV I 13 +40 I 2.2006 7.34 I I Q I V I 13 +45 I 2.2471 6.75 I I Q I V I 13 +50 I 2.2926 6.61 1 I Q I V I 13 +55 i 2.3386 6.67 I 1 Q I V I 14+ 0 I 2.3848 6.72 I 1 Q I V I 14+ 5 I 2.4410 8.16 I I Q I V I 14 +10 I 2.5067 9.54 I I QI V I 14 +15 I 2.5744 9.82 I I QI V I 14 +20 I 2.6405 9.60 I I QI V I 14 +25 I 2.7047 9.32 I I Q I V I 14 +30 I 2.7689 9.32 I I Q I V I 14 +35 I 2.8333 9.35 1 I Q I VI 14 +40 I 2.8981 9.41 I I Q I VI 14 +45 I 2.9632 9.46 I I Q I V 14 +50 I 3.0264 9.16 I I Q I IV 14 +55 I 3.0875 8.88 1 I Q I IV 15+ 0 I 3.1487 8.88 I 1 Q I I V 15+ 5 3.2077 8.57 1 1 Q I I V I 15 +10 I 3.2647 8.28 I I Q I I V 15 +15 I 3.3217 8.28 I I Q I I V 15 +20 I 3.3766 7.96 I I Q I I V 15 +25 I 3.4295 7.68 I I Q I I V 15 +30 I 3.4824 7.67 I I Q I I V 15 +35 I 3.5259 6.32 I 1 Q I I V 15 +40 I 3.5607 5.05 I Q I I V 15 +45 I 3.5941 4.86 I QI I I V 15 +50 I 3.6275 4.84 I QI I I V 15 +55 I 3.6611 4.89 I QI i I V 16+ 0 I 3.6951 4.94 I QI I I V 16+ 5 I 3.7146 2.82 I Q I I I V 16 +10 I 3.7199 0.77 IQ I I I V 16 +15 I 3.7227 0.41 Q I I I V 16 +20 I 3.7248 0.30 Q I I I V 16 +25 I 3.7269 0.30 Q I I I V 16 +30 I 3.7289 0.30 Q I I I V 16 +35 I 3.7308 0.27 Q I I I V 16 +40 I 3.7324 0.23 Q I I I V 16 +45 I 3.7340 0.23 Q I I I V 16 +50 I 3.7355 0.23 Q I I ( V 16 +55 I 3.7371 0.23 Q I I I v 17+ 0 I 3.7386 0.23 Q I I I V 17+ 5 I 3.7407 0.30 Q I I I V 17 +10 I 3.7431 0.36 Q I I I V 17 +15 I 3.7457 0.37 Q I I I V 17 +20 I - 3.7483 0.38 Q I I I V 17 +25 I 3.7509 0.38 Q I I I V 17 +30 I 3.7535 0.38 Q I I I V 17 +35 I 3.7561 0.38 Q I I I V I 17 +40 3.7587 0.38 Q I I I V I 17 +45 3.7613 0.38 Q I I I V I 17 +50 3.7636 0.34 Q I I i V I 17 +55 3.7658 0.31 Q ( I I V I 18+ 0 3.7679 0.30 Q I I I V I 18+ 5 3.7699 0.30 Q I I I V 18 +10 3.7720 0.30 Q I I I VI 18 +15 3.7741 0.30 Q I I I VI 18 +20 3.7762 0.30 Q I I I VI 18 +25 3.7782 0.30 Q I I I VI 18 +30 3.7803 0.30 Q I I I VI 18 +35 3.7821 0.27 Q I I I VI 18 +40 3.7837 0.23 Q I I I VI 18 +45 3.7853 0.23 Q I I I VI 18 +50 3.7866 0.19 Q I I I VI 18 +55 3.7877 0.16 Q I I I VI 19+ 0 3.7888 0.15 Q I I I VI 19+ 5 3.7901 0.19 Q I I I VI 19 +10 3.7916 0.22 Q I I I VI 19 +15 3.7931 0.22 Q I I I VI 19 +20 3.7949 0.26 Q I I I VI 19 +25 3.7969 0.29 Q VI 19 +30 3.7990 0.30 Q I I I VI 19 +35 3.8008 0.27 Q I I I VI 19 +40 3.8024 0.23 Q I I I VI 19 +45 3.8040 0.23 Q I I I VI 19 +50 3.8053 0.19 Q I I I VI 19 +55 3.8064 0.16 Q I I I VI 20+ 0 3.8075 0.15 Q I I I VI 20+ 5 3.8087 0.19 Q I I I VI 20 +10 3.8102 0.22 Q I I I VI 20 +15 3.8118 0.22 Q I I I VI 20 +20 3.8133 0.23 Q I I I VI 20 +25 3.8149 0.23 Q I I I VI 20 +30 3.8164 0.23 Q I I I VI 20 +35 3.8180 0.23 Q I 1 I VI 20 +40 3.8196 0.23 Q I I I VI 20 +45 3.8211 0.23 Q I I I VI 20 +50 3.8224 0.19 VI 20 +55 3.8235 0.16 Q I I I VI 21+ 0 3.8246 0.15 Q I I I VI 21+ 5 3.8258 0.19 Q I I I VI 21 +10 3.8274 0.22 Q I I I VI 21 +15 3.8289 0.22 Q I I I VI 21 +20 3.8302 0.19 Q I I I VI 21 +25 3.8313 0.16 Q I I I VI e 21 +30 3.8324 0.15 Q I I I VI 21 +35 3.8336 0.19 Q I I I VI 21 +40 3.8351 0.22 Q I I I VI 21 +45 3.8367 0.22 Q I I I VI 21 +50 3.8380 0.19 Q I I I VI 21 +55 3.8391 0.16 Q I I I VI 22+ 0 3.8401 0.15 Q I I I VI 22+ 5 3.8414 0.19 Q I I I VI 22 +10 3.8429 0.22 Q I I I VI 22 +15 3.8445 0.22 Q I I I VI 22 +20 3.8458 0.19 Q I I I VI 22 +25 3.8469 0.16 4 I I I VI 22 +30 3.8479 0.15 Q I I I VI 22 +35 3.8490 0.15 Q I I I VI 22 +40 3.8500 0.15 Q I I I VI 22 +45 3.8510 0.15 Q I I I VI 22 +50 3.8521 0.15 Q I I I VI 22 +55 3.8531 0.15 Q I I I VI 23+ 0 3.8541 0.15 Q I I I VI 23+ 5 3.8552 0.15 Q I I I VI 23 +10 3.8562 0.15 Q I I I VI 23 +15 3.8573 0.15 Q I I I VI 23 +20 3.8583 0.15 Q I I I VI 23 +25 3.8593 0.15 Q I I I VI 23 +30 3.8604 0.15 Q I I I VI 23 +35 3.8614 0.15 Q I I I VI 23 +40 3.8624 0.15 Q I I I v 23 +45 3.8635 0.15 Q I I I VI 23 +50 3.8645 0.15 Q I I I VI 23 +55 3.8656 0.15 Q I I I VI 24+ 0 3.8666 0.15 Q I I I VI 24+ 5 3.8672 0.08 Q I I I VI 24 +10 3.8673 0.02 Q I I I VI 24 +15 3.8673 0.00 Q I I I V ----------------------------------------------------------------- - - - - -- I I 11 U n i t H y d r o g r a p h A n a l y s i s 7.0 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version Study date 04/24/08 File: 5150b1100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------ - - - - -- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 5150 WATERSHED B Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 30.10(Ac.) _ 0.047 Sq. Mi. Length along longest watercourse = 1372.70(Ft.) Length along longest watercourse measured to centroid = 339.32 (Ft.) Length along longest watercourse = 0.260 Mi. Length along longest watercourse measured to centroid = 0.064 Mi. Difference in elevation = 10.60(Ft.) Slope along watercourse = 40.7722 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.26 Min. 250 of lag time = 0.56 Min. 400 of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2) 0.00 0.60 0.00 30.10 0.01 0.30 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 30.10 1.90 57.19 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.010(In) Area Averaged 100 -Year Rainfall = 1.900(In) Point rain (area averaged) = 1.900(In) Areal adjustment factor = 99.97 % Adjusted average point rain = 1.899(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 30.101 56.00 0.560 Total Area Entered = 30.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000 0.253 Sum (F) _ 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.900 Slope of intensity- duration curve ------------------------------------------------------------------ for a 1 hour storm = 0.5800 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.083 221.706 45.877 13.917 2 0.167 443.411 44.006 13.350 3 0.250 665.117 7.715 2.340 4 0.333 886.823 2.402 0.729 ----------------------------------------------------------------------- Sum = 100.000 Sum= 30.336 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.821 0.253 - -- 0.57 2 0.17 4.20 0.957 0.253 - -- 0.70 3 0.25 4.40 1.003 0.253 - -- 0.75 4 0.33 4.60 1.049 0.253 - -- 0.80 5 0.42 5.00 1.140 0.253 - -- 0.89 6 0.50 5.60 1.276 0.253 - -- 1.02 7 0.58 6.40 1.459 0.253 - -- 1.21 8 0.67 8.10 1.846 0.253 - -- 1.59 9 0.75 13.10 2.986 0.253 - -- 2.73 10 0.83 34.50 7.864 0.253 - -- 7.61 11 0.92 6.70 1.527 0.253 - -- 1.27 12 1.00 3.80 0.866 0.253 - -- 0.61 Sum = 100.0 Sum = 19.8 Flood volume = Effective rainfall 1.65(In) times area 30.1(Ac.) /[(In) /(Ft.)) = 4.1(Ac.Ft) Total soil loss = 0.25(In) Total soil loss = 0.636(Ac.Ft) Total rainfall = 1.90(In) Flood volume = 179866.5 Cubic Feet Total ------------------------------------------------------------------ soil loss = 27683.4 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 147.081(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 ----------------------------------------------------------------------- 0+ 5 I 0.0544 7.90 VQ I I I 0 +10 I 0.1741 17.38 IV Q I I I 0 +15 I 0.3199 21.17 1 VQ I I I 0 +20 I 0.4793 23.15 1 Q I I I 0 +25 I 0.6530 25.23 1 QV I I I 0 +30 0.8493 28.49 1 Q V I I I I 0 +35 1.0773 33.11 I Q V I I I 0 +40 1.3619 41.32 I Q I V I I I 0 +45 1.7950 62.90 I 1 Q V I I I 0 +50 2.8080 147.08 I I I V QI I 0 +55 I 3.6823 126.95 I I I Q I V 1+ 0 3.9947 45.36 I QI I I V 1 1+ 5 4.1098 16.72 I Q I I I VI 1 +10 4.1261 2.36 Q I I I VI 1 +15 4.1292 0.45 Q I I I VI 1 ----------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h A n a l y s i s 7.0 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version Study date 04/24/08 File: 5150b3100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------ - - - - -- English (in -lb) Input Units Used ' English Rainfall Data (Inches) Input Values Used English Units used in output format 5150 WATERSHED B Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 30.10(Ac.) _ 0.047 Sq. Mi. Length along longest watercourse = 1372.70(Ft.) (Ft.) Length along longest watercourse measured to centroid = 339.32 Length along longest watercourse = 0.260 Mi. Mi. Length along longest watercourse measured to centroid = 0.064 Difference in elevation = 10.60(Ft.) Slope along watercourse = 40.7722 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.26 Min. 250 of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 30.10 1.00 30.10 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 30.10 2.50 75.25 STORM EVENT (YEAR) = 100.00 ' Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) ' Areal adjustment factor = 99.99 % Adjusted average point rain = 2.500(In) Sub -Area Data: ' Area(Ac.) Runoff Index Impervious % 30.101 56.00 0.560 Total Area Entered = 30.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) ' (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000 0.253 Sum (F) 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) ' Soil low loss rate (decimal) - = -- -0_900 ---------------------------- ------------------------------- ' U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ ' Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) ' 1 0.083 221.706 45.877 13.917 2 0.167 443.411 44.006 13.350 3 0.250 665.117 7.715 2.340 4 0.333 886.823 2.402 0.729 ' --------------- ------- ----- -- - - - - -- -Sum -- 100.000 Sum_------ -------------- 30_336 - -- ' Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.390 0.253 - -- 0.14 ' 2 0.17 1.30 0.390 0.253 0.14 3 0.25 1.10 0.330 ___ 0.253 0.08 4 0.33 1.50 0.450 0.253 - -- 0.20 5 0.42 1.50 0.450 0.253 - -- 0.20 6 0.50 1.80 0.540 0.253 - -- 0.29 7 0.58 1.50 0.450 0.253 - -- 0.20 8 0.67 1.80 0.540 0.253 - -- 0.29 9 0.75 1.80 0.540 0.253 - -- 0.29 10 0.83 1.50 0.450 0.253 - -- 0.20 11 0.92 1.60 0.480 0.253 - -- 0.23 12 1.00 1.80 0.540 0.253 - -- 0.29 13 1.08 .2.20 0.660 0.253 - -- 0.41 14 1.17 2.20 0.660 0.253 - -- 0.41 15 1.25 2.20 0.660 0.253 - -- 0.41 16 1.33 2.00 0.600 0.253 - -- 0.35 17 1.42 2.60 0.780 0.253 - -- 0.53 18 1.50 2.70 0.810 0.253 - -- 0.56 19 1.58 2.40 0.720 0.253 - -- 0.47 20 1.67 2.70 0.810 0.253 - -- 0.56 21 1.75 3.30 0.990 0.253 - -- 0.74 22 1.83 3.10 0.930 0.253 - -- 0.68 23 1.92 2.90 0.870 0.253 - -- 0.62 24 2.00 3.00 0.900 0.253 - -- 0.65 25 2.08 3.10 0.930 0.253 - -- 0.68 26 2.17 4.20 1.260 0.253 - -- 1.01 27 2.25 5.00 1.500 0.253 - -- 1.25 28 2.33 3.50 1.050 0.253 - -- 0.80 29 2.42 6.80 2.040 0.253 - -- 1.79 30 2.50 7.30 2.190 0.253 - -- 1.94 31 2.58 8.20 2.460 0.253 - -- 2.21 32 2.67 5.90 1.770 0.253 - -- 1.52 33 2.75 2.00 0.600 0.253 - -- 0.35 34 2.83 1.80 0.540 0.253 - -- 0.29 35 2.92 1.80 0.540 0.253 - -- 0.29 36 3.00 0.60 0.180 0.253 0.162 0.02 Sum = 100.0 Sum = 21.0 Flood volume = Effective rainfall 1.75(In) times area 30.1(Ac.) /[(In) /(Ft.)] = 4.4(Ac.Ft) Total soil loss = 0.75(In) Total soil loss = 1.887(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 190912.3 Cubic Feet Total ------------------------------------------------------------ soil loss = 82218.3 Cubic Feet - - - - -- Peak flow rate of this hydrograph = 61.349(CFS) ------------------------------------------------------------ - - - - -- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------ - - - - -- Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS) 0 17.5 35.0 52.5 70.0 ----------------------------------------------------------------------- 0+ 5 I 0.0131 1.90 VQ I I I 0 +10 0.0388 3.73 V Q I I I I . 0 +15 I 0.0609 3.21 VQ I I I 0 +20 I 0.0897 4.18 V Q I I I 0 +25 I 0.1285 5.64 IV Q I I I 0 +30 I 0.1776 7.13 IV Q I I I 0 +35 I 0.2270 7.17 I V Q I I I 0 +40 I 0.2782 7.43 I V Q I I I 0 +45 I 0.3366 8.49 1 VQ I I I 0 +50 I 0.3875 7.38 I VQ I I I 0 +55 I 0.4333 6.66 1 Q I I i 1+ 0 I 0.4863 7.69 I Q I I I 1+ 5 I 0.5563 10.16 1 Q I I I 1 +10 I 0.6384 11.93 I VQ I I I 1 +15 I 0.7228 12.25 I VQ I I I 1 +20 I 0.8020 11.50 1 QV I 1 I 1 +25 I 0.8930 13.21 I QV I I I 1 +30 I 1.0024 15.89 1 QI I I 1 +35 I 1.1086 15.42 I Q V I I 1 +40 I 1.2165 15.67 I Q IV I I 1 +45 I 1.3486 19.19 1 Q V I I 1 +50 I 1.4926 20.90 I IQ V i I 1 +55 I 1.6286 19.75 I IQ V I I 2+ 0 I 1.7619 19.36 I IQ V I I 2+ 5 I 1.8996 19.99 I IQ V I i 2 +10 I 2.0719 .25.01 I I Q V I I 2 +15 I 2.2982 32.85 I 1 Q V I 2 +20 I 2.5088 30.59 I I Q I V I 2 +25 I 2.7786 39.17 1 1 I Q V I 2 +30 I 3.1477 53.60 I I 1 V Q 2 +35 I 3.5702 61.35 I 1 I I V Q 2 +40 I 3.9588 56.42 I I 1 1 Q V t2 I +45 4. 1768 31.66 I I Q I I V I 2 +50 4.2717 13.78 I Q I I I V ' 2 +55 4.3388 9.73 I Q I I I VI 3+ 0 4.3732 5.00 1 Q I i I ' VI 3+ 5 4.3809 1.12 Q I I I VI 3 +10 4.3827 0.25 Q I I I ' VI 3 +15 4.3827 0.01 Q I I I V ----------------------------------------------------------------- - - - - -- t it � I U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04/24/08 File: 5150b6100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ 5150 WATERSHED B ------------------------------------------------------------------ Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 30.10(Ac.) _ 0.047 Sq. Mi. Length along longest watercourse = 1372.70(Ft.) Length along longest watercourse measured to centroid = 339.32 (Ft.) Length along longest watercourse = 0.260 Mi. Length along longest watercourse measured to centroid = 0.064 Mi. Difference in elevation = 10.60(Ft.) Slope along watercourse = 40.7722 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.26 Min. 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 30.10 1.20 36.12 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 30.10 3.00 90.30 1 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.200(In) Area Averaged 100 -Year Rainfall = 3.000(In) 1 Point rain (area averaged) = 3.000(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.000(In) 1 Sub -Area Data: Area(Ac.) Runoff Index Impervious % 30.101 56.00 0.560 1 Total Area Entered = 30.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F 1 AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000 0.253 1 Sum (F) _ 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 1 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.900 ' U n i t H y d r o g r a p h DESERT S -Curve ----------------------------------------------------------------- 1 Unit H y drograph Data ------------------------------------------------------------------ 1 Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 1 0.083 221.706 45.877 13.917 2 0.167 443.411 44.006 13.350 3 0.250 665.117 7.715 2.340 1 4 0.333 886.823 2.402 0.729 ----------------------------------------------------------------------- Sum = 100.000 Sum= 30.336 1 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0_08 0.50 0.180 0.253 0.162 0.02 2 1 0.17 0.60 0.216 0.253 0.194 0.02 3 0.25 0.60 0.216 0.253 0.194 0.02 4 0.33 0.60 0.216 0.253 0.194 0.02 1 5 0.42 0.60 0.216 0.253 0.194 0.02 6 0.50 0.70 0.252 0.253 0.227 0.03 7 0.58 0.70 0.252 0.253 0.227 0.03 8 0.67 0.70 0.252 0.253 0.227 0.03 9 0.75 0.70 0.252 0.253 0.227 0.03 10 0.83 0.70 0.252 0.253 0.227 0.03 11 0.92 0.70 0.252 0.253 0.227 0.03 12 1.00 0.80 0.288 0.253 - -- 0.03 13 1.08 0.80 0.288 0.253 - -- 0.03 14 1.17 0.80 0.288 0.253 - -- 0.03 15 1.25 0.80 0.288 0.253 - -- 0.03 16 1.33 0.80 0.288 0.253 - -- 0.03 17 1.42 0.80 0.288 0.253 - -- 0.03 18 1.50 0.80 0.288 0.253 - -- 0.03 19 1.58 0.80 0.288 0.253 - -- 0.03 20 1.67 0.80 0.288 0.253 - -- 0.03 21 1.75 0.80 0.288 0.253 - -- 0.03 22 1.83 0.80 0.288 0.253 - -- 0.03 23 1.92 0.80 0.288 0.253 - -- 0.03 24 2.00 0.90 0.324 0.253 - -- 0.07 25 2.08 0.80 0.288 0.253 - -- 0.03 26 2.17 0.90 0.324 0.253 - -- 0.07 27 2.25 0.90 0.324 0.253 - -- 0.07 28 2.33 0.90 0.324 0.253 - -- 0.07 29 2.42 0.90 0.324 0.253 - -- 0.07 30 2.50 0.90 0.324 0.253 - -- 0.07 31 2.58 0.90 0.324 0.253 - -- 0.07 32 2.67 0.90 0.324 0.253 - -- 0.07 33 2.75 1.00 0.360 0.253 - -- 0.11 34 2.83 1.00 0.360 0.253 - -- 0.11 35 2.92 1.00 0.360 0.253 - -- 0.11 36 3.00 1.00 0.360 0.253 - -- 0.11 37 3.08 1.00 0.360 0.253 - -- 0.11 38 3.17 1.10 0.396 0.253 - -- 0.14 39 3.25 1.10 0.396 0.253 - -- 0.14 40 3.33 1.10 0.396 0.253 - -- 0.14 41 3.42 1.20 0.432 0.253 - -- 0.18 42 3.50 1.30 0.468 0.253 - -- 0.21 43 3.58 1.40 0.504 0.253 - -- 0.25 44 3.67 1.40 0.504 0.253 - -- 0.25 45 3.75 1.50 0.540 0.253 - -- 0.29 46 3.83 1.50 0.540 0.253 - -- 0.29 47 3.92 1.60 0.576 0.253 - -- 0.32 48 4.00 1.60 0.576 0.253 - -- 0.32 49 4.08 1.70 0.612 0.253 - -- 0.36 50 4.17 1.80 0.648 0.253 - -- 0.39 51 4.25 1.90 0.684 0.253 - -- 0.43 52 4.33 2.00 0.720 0.253 - -- 0.47 53 4.42 2.10 0.756 0.253 - -- 0.50 54 4.50 2.10 0.756 0.253 - -- 0.50 55 4.58 2.20 0.792 0.253 - -- 0.54 56 4.67 2.30 0.828 0.253 - -- 0.57 57 4.75 2.40 0.864 0.253 - -- 0.61 58 4.83 2.40 0.864 0.253 - -- 0.61 59 4.92 2.50 0.900 0.253 - -- 0.65 60 5.00 2.60 0.936 0.253 - -- 0.68 61 5.08 3.10 1.116 0.253 - -- 0.86 62 5.17 3.60 1.296 0.253 - -- 1.04 63 5.25 3.90 1.404 0.253 - -- 1.15 64 5.33 4.20 1.512 0.253 - -- 1.26 65 5.42 4.70 1.692 0.253 - -- 1.44 66 5.50 5.60 2.016 0.253 - -- 1.76 67 5.58 1.90 0.684 0.253 - - -. 0.43 68 5.67 0.90 0.324 0.253 - -- 0.07 69 5.75 0.60 0.216 0.253 0.194 0.02 70 5.83 0.50 0.180 0.253 0.162 0.02 71 5.92 0.30 0.108 0.253 0.097 0.01 72 6.00 0.20 0.072 0.253 0.065 0.01 Sum = 100.0 Sum = 18.7 Flood volume = Effective rainfall 1.56(In) times area 30.1(Ac.) /[(In) /(Ft.)] = 3.9(Ac.Ft) Total soil loss = 1.44(In) Total soil loss = 3.608(Ac.Ft) Total rainfall = 3.00(In) Flood volume = 170605.5 Cubic Feet Total --------------------------7--------------------------------------- soil loss = 157160.4 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 47.540(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------- 0+ 5 I 0.0017 0.25 Q I I I 0 +10 I 0.0055 0.54 Q I I I 0 +15 I 0.0098 0.63 Q I I I 0 +20 I 0.0143 0.65 Q I I I 0 +25 I 0.0188 0.66 Q I ( I 0 +30 I 0.0237 0.71 Q I I I 0 +35 I 0.0289 0.75 Q I I I 0 +40 I 0.0341 0.76 Q I I I 0 +45 I 0.0394 0.76 Q I I I 0 +50 I 0.0446 0.76 Q I I I 0 +55 I 0.0499 0.76 Q I I I 1+ 0 I 0.0561 0.90 Q I i I 1+ 5 I 0.0631 1.02 Q I I I 1 +10 I 0.0703 1.04 Q I I I 1 +15 0.0775 1.05 Q I I 1 1 +20 0.0848 1.05 Q I I I 1 +25 0.0920 1.05 Q I I I 1 +30 0.0992 1.05 QV I I I 1 +35 0.1065 1.05 QV I I 1 1 +40 0.1137 1.05 QV I I I 1 +45 0.1210 1.05 QV 1 +50 0.1282 1.05 QV I I I 1 +55 0.1354 1.05 QV I I 2+ 0 0.1461 1.55 IQ I I I 2+ 5 0.1567 1.53 IQ I I I 2 +10 0.1679 1.64 IQ I I I 2 +15 0.1821 2.06 IQ I I I 2 +20 0.1967 2.12 IQV I I I 2 +25 0.2114 2.14 IQV I I I 2 +30 0.2262 2.14 IQV I f I 2 +35 0.2410 2.14 IQV I I I 2 +40 0.2557 2.14 IQV I I I 2 +45 0.2739 2.64 I Q I I I 2 +50 0.2955 3.13 1 QV I I I 2 +55 0.3176 3.21 I QV I I I 3+ 0 0.3398 3.24 I QV I I I 3+ 5 0.3621 3.24 I QV 3 +10 0.3879 3.74 I QV I I I 3 +15 0.4169 4.22 1 QV I I I 3 +20 0.4465 4.30 I QV I I I 3 +25 0.4798 4.83 I QV I I I 3 +30 0.5198 5.81 1 QV I I I 3 +35 0.5672 6.88 I Q I I I 3 +40 0.6186 7.47 I QV I I I 3 +45 0.6743 8.08 1 Q I I I I I 3 +50 0.7334 8.59 1 QV I I I I 3 +55 0.7966 9.17 1 QV I I I I 4+ 0 0.8633 9.68 1 QV I I I I 4+ 5 0.9340 10.27 1 QVI I I I 4 +10 1.0116 11.27 1 QV I I I 4 +15 1.0966 12.34 1 QIV I I 4 +20 1.1891 13.43 1 Q V I I I 4 +25 1.2892 14.53 1 IQ V I I I I 4 +30 1.3933 15.12 1 1 Q V I I 4 +35 1.5016 15.73 1 1 Q V I I I 4 +40 1.6169 16.74 1 1 Q V I I I 4 +45 1.7395 17.80 1 1 Q V I I I I 4 +50 1.8662 18.39 1 1 Q VI I 4 +55 1.9971 19.01 1 1 Q V I I I 5+ 0 2.1349 20.01 1 1 Q IV I 5+ 5 2.2939 23.09 1 1 Q I V I I 5 +10 2.4875 28.11 1 1 1 Q V I I 5 +15 2.7111 32.46 1 1 1 Q V I I I 5 +20 2.9587 35.96 1 1 1 Q V I 5 +25 3.2362 40.29 1 1 1 1 QV 5 +30 3.5636 47.54 1 1 1 1 I I 5 +35 3.7966 33.82 1 1 1 Q I 5 +40 3.8786 11.91 1 QI I I VI 5 +45 3.9029 3.54 1 Q I I I VI 5 +50 3.9100 1.02 Q I I I V1 5 +55 3.9133 0.49 Q I I I VI 6+ 0 3.9154 0.30 Q I I I VI 6+ 5 3.9164 0.13 Q I I I V1 6 +10 3.9165 0.02 Q I I I VI 6 +15 3.9166 0.01 Q I I I V V Q V 11 I- ---------------------------------------- 7 ------------------------------ I I I I I U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04/24/08 File: 5150B24100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ 5150 WATERSHED B ------------------------------------------------------------------ Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 30.10(Ac.) _ 0.047 Sq. Mi. Length along longest watercourse = 1372.70(Ft.) Length along longest watercourse measured to centroid = 339.32 (Ft.) Length along longest watercourse = 0.260 Mi. Length along longest watercourse measured to centroid = 0.064 Mi. Difference in elevation = 10.60(Ft.) Slope along watercourse = 40.7722 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.26 Min. 250 of lag time = 0.56 Min. 400 of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 30.10 1.40 42.14 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)(2) Weighting[1 *2) 30.10 3.75 112.88 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.400(In) Area Averaged 100 -Year Rainfall = 3.750(In) Point rain (area averaged) = 3.750(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 30.101 56.00 0.560 Total Area Entered = 30.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.560 0.253 1.000 0.253 Sum (F) _ 0.253 Area averaged mean soil loss (F) (In /Hr) = 0.253 Minimum soil loss rate ((In /Hr)) = 0.127 (for 24 hour storm duration) Soil low loss rate (decimal) = ------------------------------------------------------------------ 0.900 U n i t H y d r o g r a p h DESERT S -Curve ------------------------------------------------------------------ Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0.083 221.706 45.877 13.917 2 0.167 443.411 44.006 13.350 3 0.250 665.117 7.715 2.340 4 0.333 886.823 2.402 0.729 ----------------------------------------------------------------------- Sum = 100.000 Sum= 30.336 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.030 0.449 0.027 0.00 2 0.17 0.07 0.030 0.447 0.027 0.00 3 0.25 0.07 0.030 0.446 0.027 0.00 4 0.33 0.10 0.045 0.444 0.040 0.00 5 0.42 0.10 0.045 0.442 0.040 0.00 6 0.50 0.10 0.045 0.440 0..040 0.00 7 0.58 0.10 0.045 0.439 0.040 0.00 8 0.67 0.10 0.045 0.437 0.040 0.00 9 0.75 0.10 0.045 0.435 0.040 0.00 10 0.83 0.13 0.060 0.434 0.054 0.01 11 0.92 0.13 0.060 0.432 0.054 0.01 12 1.00 0.13 0.060 0.430 0.054 0.01 13 1.08 0.10 0.045 0.429 0.040 0.00 14 1.17 0.10 0.045 0.427 0.040 0.00 15 1.25 0.10 0.045 0.425 0.040 0.00 16 1.33 0.10 0.045 0.423 0.040 0.00 17 1.42 0.10 0.045 0.422 0.040 0.00 18 1.50 0.10 0.045 0.420 0.040 0.00 19 1.58 0.10 0.045 0.418 0.040 0.00 20 1.67 0.10 0.045 0.417 0.040 0.00 21 1.75 0.10 0.045 0.415 0.040 0.00 22 1.83 0.13 0.060 0.413 0.054 0.01 23 1.92 0.13 0.060 0.412 0.054 0.01 24 2.00 0.13 0.060 0.410 0.054 0.01 25 2.08 0.13 0.060 0.408 0.054 0.01 26 2.17 0.13 0.060 0.407 0.054 0.01 27 2.25 0.13 0.060 0.405 0.054 0.01 28 2.33 0.13 0.060 0.403 0.054 0.01 29 2.42 0.13 0.060 0.402 0.054 0.01 30 2.50 0.13 0.060 0.400 0.054 0.01 31 2.58 0.17 0.075 0.398 0.067 0.01 32 2.67 0.17 0.075 0.397 0.067 0.01 33 2.75 0.17 0.075 0.395 0.067 0.01 34 2.83 0.17 0.075 0.394 0.067 0.01 35 2.92 0.17 0.075 0.392 0.067 0.01 36 3.00 0.17 0.075 0.390 0.067 0.01 37 3.08 0.17 0.075 0.389 0.067 0.01 38 3.17 0.17 0.075 0.387 0.067 0.01 39 3.25 0.17 0.075 0.386 0.067 0.01 40 3.33 0.17 0.075 0.384 0.067 0.01 41 3.42 0.17 0.075 0.382 0.067 0.01 42 3.50 0.17 0.075 0.381 0.067 0.01 43 3.58 0.17 0.075 0.379 0.067 0.01 44 3.67 0.17 0.075 0.378 0.067 0.01 45 3.75 0.17 0.075 0.376 0.067 0.01 46 3.83 0.20 0.090 0.374 0.081 0.01 47 3.92 0.20 0.090 0.373 0.081 0.01 48 4.00 0.20 0.090 0.371 0.081 0.01 49 4.08 0.20 0.090 0.370 0.081 0.01 50 4.17 0.20 0.090 0.368 0.081 0.01 51 4.25 0.20 0.090 0.366 0.081 0.01 52 4.33 0.23 0.105 0.365 0.094 0.01 53 4.42 0.23 0.105 0.363 0.094 0.01 54 4.50 0.23 0.105 0.362 0.094 0.01 55 4.58 0.23 0.105 0.360 0.094 0.01 56 4.67 0.23 0.105 0.359 0.094 0.01 57 4.75 0.23 0.105 0.357 0.094 0.01 58 4.83 0.27 0.120 0.356 0.108 0.01 59 4.92 0.27 0.120 0.354 0.108 0.01 60 5.00 0.27 0.120 0.353 0.108 0.01 61 5.08 0.20 0.090 0.351 0.081 0.01 62 5.17 0.20 0.090 0.349 0.081 0.01 63 5.25 0.20 0.090 0.348 0.081 0.01 64 5.33 0.23 0.105 0.346 0.094 0.01 65 5.42 0.23 0.105 0.345 0.094 0.01 66 5.50 0.23 0.105 0.343 0.094 0.01 67 5.58 .0.27 0.120 0.342 0.108 0.01 68 5.67 0.27 0.120 0.340 0.108 0.01 69 5.75 0.27 0.120 0.339 0.108 0.01 70 5.83 0.27 0.120 0.337 0.108 0.01 71 5.92 0.27 0.120 0.336 0.108 0.01 72 6.00 0.27 0.120 0.334 0.108 0.01 73 6.08 0.30 0.135 0.333 0.121 0.01 74 6.17 0.30 0.135 0.331 0.121 0.01 75 6.25 0.30 0.135 0.330 0.121 0.01 76 6.33 0.30 0.135 0.329 0.121 0.01 77 6.42 0.30 0.135 0.327 0.121 0.01 78 6.50 0.30 0.135 0.326 0.121 0.01 79 6.58 0.33 0.150 0.324 0.135 0.01 80 6.67 0.33 0.150 0.323 0.135 0.01 81 6.75 0.33 0.150 0.321 0.135 0.01 82 6.83 0.33 0.150 0.320 0.135 0.01 83 6.92 0.33 0.150 0.318 0.135 0.01 84 7.00 0.33 0.150 0.317 0.135 0.01 85 7.08 0.33 0.150 0.315 0.135 0.01 86 7.17 0.33 0.150 0.314 0.135 0.01 87 7.25 0.33 0.150 0.313 0.135 0.01 88 7.33 0.37 0.165 0.311 0.148 0.02 89 7.42 0.37 0.165 0.310 0.148 0.02 90 7.50 0.37 0.165 0.308 0.148 0.02 91 7.58 0.40 0.180 '0.307 0.162 0.02 92 7.67 0.40 0.180 0.305 0.162 0.02 93 7.75 0.40 0.180 0.304 0.162 0.02 94 7.83 0.43 0.195 0.303 0.175 0.02 95 7.92 0.43 0.195 0.301 0.175 0.02 96 8.00 0.43 0.195 0.300 0.175 0.02 97 8.08 0.50 0.225 0.298 0.202 0.02 98 8.17 0.50 0.225 0.297 0.202 0.02 99 8.25 0.50 0.225 0.296 0.202 0.02 100 8.33 0.50 0.225 0.294 0.202 0.02 101 8.42 0.50 0.225 0.293 0.202 0.02 102 8.50 0.50 0.225 0.292 0.202 0.02 103 8.58 0.53 0.240 0.290 0.216 0.02 104 8.67 0.53 0.240 0.289 0.216 0.02 105 8.75 0.53 0.240 0.287 0.216 0.02 106 8.83 0.57 0.255 0.286 0.229 0.03 107 8.92 0.57 0.255 0.285 0.229 0.03 108 9.00 0.57 0.255 0.283 0.229 0.03 109 9.08 0.63 0.285 0.282 - -- 0.00 110 9.17 0.63 0.285 0.281 - -- 0.00 111 9.25 0.63 0.285 0.279 - -- 0.01 112 9.33 0.67 0.300 0.278 - -- 0.02 113 9.42 0.67 0.300 0.277 - -- 0.02 114 9.50 0.67 0.300 0.275 - -- 0.02 115 9.58 0.70 0.315 0.274 - -- 0.04 116 9.67 0.70 0.315 0.273 - -- 0.04 117 9.75 0.70 0.315 0.271 - -- 0.04 118 9.83 0.73 0.330 0.270 - -- 0.06 119 9.92 0.73 0.330 0.269 - -- 0.06 120 10.00 0.73 0.330 0.268 - -- 0.06 121 10.08 0.50 0.225 0.266 0.202 0.02 122 10.17 0.50 0.225 0.265 0.202 0.02 123 10.25 0.50 0.225 0.264 0.202 0.02 124 10.33 0.50 0.225 0.262 0.202 0.02 125 10.42 0.50 0.225 0.261 0.202 0.02 126 10.50 0.50 0.225 0.260 0.202 0.02 127 10.58 0.67 0.300 0.259 - -- 0.04 128 10.67 0.67 0.300 0.257 - -- 0.04 129 10.75 0.67 0.300 0.256 - -- 0.04 130 10.83 0.67 0.300 0.255 - -- 0.05 131 10.92 0.67 0.300 0.254 - -- 0.05 132 11.00 0.67 0.300 0.252 - -- 0.05 133 11.08 0.63 0.285 0.251 - -- 0.03 134 11.17 0.63 0.285 0.250 - -- 0.04 135 11.25 0.63 0.285 0.249 - -- 0.04 136 11.33 0.63 0.285 0.247 - -- 0.04 137 11.42 0.63 0.285 0.246 - -- 0.04 138 11.50 0.63 0.285 0.245 - -- 0.04 139 11.58 0.57 0.255 0.244 - -- 0.01 140 11.67 0.57 0.255 0.242 - -- 0.01 141 11.75 0.57 0.255 0.241 - -- 0.01 142 11.83 0.60 0.270 0.240 - -- 0.03 143 11.92 0.60 0.270 0.239 - -- 0.03 144 12.00 0.60 0.270 0.238 - -- 0.03 145 12.08 0.83 0.375 0.237 - -- 0.14 146 12.17 0.83 0.375 0.235 - -- 0.14 147 12.25 0.83 0.375 0.234 - -- 0.14 148 12.33 0.87 0.390 0.233 - -- 0.16 149 12.42 0.87 0.390 0.232 - -- 0.16 150 12.50 0.87 0.390 0.231 - -- 0.16 151 12.58 0.93 0.420 0.229 - -- 0.19 152 12.67 0.93 0.420 0.228 - -- 0.19 153 12.75 0.93 0.420 0.227 - -- 0.19 154 12.83 0.97 0.435 0.226 - -- 0.21 155 12.92 0.97 0.435 0.225 - -- 0.21 156 13.00 0.97 0.435 0.224 - -- 0.21 157 13.08 1.13 0.510 0.223 - -- 0.29 158 13.17 1.13 0.510 0.221 - -- 0.29 159 13.25 1.13 0.510 0.220 - -- 0.29 160 13.33 1.13 0.510 0.219 - -- 0.29 161 13.42 1.13 0.510 0.218 - -- 0.29 162 13.50 1.13 0.510 0.217 - -- 0.29 163 13.58 0.77 0.345 0.216 - -- 0.13 164 13.67 0.77 0.345 0.215 - -- 0.13 165 13.75 0.77 0.345 0.214 - -- 0.13 166 13.83 0.77 0.345 0.213 - -- 0.13 167 13.92 0.77 0.345 0.212 - -- 0.13 168 14.00 0.77 0.345 0.210 - -- 0.13 169 14.08 0.90 0.405 0.209 - -- 0.20 170 14.17 0.90 0.405 0.208 - -- 0.20 171 14.25 0.90 0.405 0.207 - -- 0.20 172 14.33 0.87 0.390 0.206 - -- 0.18 173 14.42 0.87 0.390 0.205 - -- 0.18 174 14.50 0.87 0.390 0.204 - -- 0.19 175 14.58 0.87 0.390 0.203 - -- 0.19 176 14.67 0.87 0.390 0.202 - -- 0.19 177 14.75 0.87 0.390 0.201 - -- 0.19 178 14.83 0.83 0.375 0.200 - -- 0.18 179 14.92 0.83 0.375 0.199 - -- 0.18 180 15.00 0.83 0.375 0.198 - -- 0.18 181 15.08 0.80 0.360 0.197 - -- 0.16 182 15.17 0.80 0.360 0.196 - -- 0.16 183 15.25 0.80 0.360 0.195 - -- 0.17 184 15.33 0.77 0.345 0.194 - -- 0.15 185 15.42 0.77 0.345 0.193 - -- 0.15 186 15.50 0.77 0.345 0.192 - -- 0.15 187 15.58 0.63 0.285 0.191 - -- 0.09 188 15.67 0.63 0.285 0.190 - -- 0.10 189 15.75 0.63 0.285 0.189 - -- 0.10 190 15.83 0.63 0.285 0.188 - -- 0.10 191 15.92 0.63 0.285 0.187 - -- 0.10 192 16.00 0.63 0.285 0.186 - -- 0.10 193 16.08 0.13 0.060 0.185 0.054 0.01 194 16.17 0.13 0.060 0.184 0.054 0.01 195 16.25 0.13 0.060 0.183 0.054 0.01 196 16.33 0.13 0.060 0.182 0.054 0.01 197 16.42 0.13 0.060 0.181 0.054 0.01 198 16.50 0.13 0.060 0.180 0.054 0.01 199 16.58 0.10 0.045 0.180 0.040 0.00 200 16.67 0.10 0.045 0.179 0.040 0.00 201 16.75 0.10 0.045 0.178 0.040 0.00 202 16.83 0.10 0.045 0.177 0.040 0.00 203 16.92 0.10 0.045 0.176 0.040 0.00 204 17.00 0.10 0.045 0.175 0.040 0.00 205 17.08 0.17 0.075 0.174 0.067 0.01 206 17.17 0.17 0.075 0.173 0.067 0.01 207 17.25 0.17 0.075 0.172 0.067 0.01 208 17.33 0.17 0.075 0.172 0.067 0.01 209 17.42 0.17 0.075 0.171 0.067 0.01 210 17.50 0.17 0.075 0.170 0.067 0.01 211 17.58 0.17 0.075 0.169 0.067 0.01 212 17.67 0.17 0.075 0.168 0.067 0.01 213 17.75 0.17 0.075 0.167 0.067 0.01 214 17.83 0.13 0.060 0.166 0.054 0.01 215 17.92 0.13 0.060 0.166 0.054 0.01 216 18.00 0.13 0.060 0.165 0.054 0.01 217 18.08 0.13 0.060 0.164 0.054 0.01 218 18.17 0.13 0.060 0.163 0.054 0.01 219 18.25 0.13 0.060 0.162 0.054 0.01 220 18.33 0.13 0.060 0.162 0.054 0.01 221 18.42 0.13 0.060 0.161 0.054 0.01 222 18.50 0.13 0.060 0.160 0.054 0.01 223 18.58 0.10 0.045 0.159 0.040 0.00 224 18.67 0.10 0.045 0.158 0.040 0.00 225 18.75 0.10 0.045 0.158 0.040 0.00 226 18.83 0.07 0.030 0.157 0.027 0.00 227 18.92 0.07 0.030 0.156 0.027 0.00 228 19.00 0.07 0.030 0.155 0.027 0.00 229 19.08 0.10 0.045 0.155 0.040 0.00 230 19.17 0.10 0.045 0.154 0.040 0.00 231 19.25 0.10 0.045 0.153 0.040 0.00 232 19.33 0.13 0.060 0.153 0.054 0.01 233 19.42 0.13 0.060 0.152 0.054 0.01 234 19.50 0.13 0.060 0.151 0.054 0.01 235 19.58 0.10 0.045 0.150 0.040 0.00 236 19.67 0.10 0.045 0.150 0.040 0.00 237 19.75 0.10 0.045 0.149 0.040 0.00 238 19.83 0.07 0.030 0.148 0.027 0.00 239 19.92 0.07 0.030 0.148 0.027 0.00 240 20.00 0.07 0.030 0.147 0.027 0.00 241 20.08 0.10 0.045 0.146 0.040 0.00 242 20.17 0.10 0.045 0.146 0.040 0.00 243 20.25 0.10 0.045 0.145 0.040 0.00 244 20.33 0.10 0.045 0.145 0.040 0.00 245 20.42 0.10 0.045 0.144 0.040 0.00 246 20.50 0.10 0.045 0.143 0.040 0.00 247 20.58 0.10 0.045 0.143 0.040 0.00 248 20.67 0.10 0.045 0.142 0.040 0.00 249 20.75 0.10 0.045 0.142 0.040 0.00 250 20.83 0.07 0.030 0.141 0.027 0.00 251 20.92 0.07 0.030 0.140 0.027 0.00 252 21.00 0.07 0.030 0.140 0.027 0.00 253 21.08 0.10 0.045 0.139 0.040 0.00 254 21.17 0.10 0.045 0.139 0.040 0.00 255 21.25 0.10 0.045 0.138 0.040 0.00 256 21.33 0.07 0.030 0.138 0.027 0.00 257 21.42 .0.07 0.030 0.137 0.027 0.00 258 21.50 0.07 0.030 0.137 0.027 0.00 259 21.58 0.10 0.045 0.136 0.040 0.00 260 21.67 0.10 0.045 0.136 0.040 0.00 261 21.75 0.10 0.045 0.135 0.040 0.00 262 21.83 0.07 0.030 0.135 0.027 0.00 263 21.92 0.07 0.030 0.134 0.027 0.00 264 22.00 0.07 0.030 0.134 0.027 0.00 265 22.08 0.10 0.045 0.133 0.040 0.00 266 22.17 0.10 0.045 0.133 0.040 0.00 267 22.25 0.10 0.045 0.132 0.040 0.00 268 22.33 0.07 0.030 0.132 0.027 0.00 269 22.42 0.07 0.030 0.132 0.027 0.00 270 22.50 0.07 0.030 0.131 0.027 0.00 271 22.58 0.07 0.030 0.131 0.027 0.00 272 22.67 0.07 0.030 0.131 0.027 0.00 273 22.75 0.07 0.030 0.130 0.027 0.00 274 22.83 0.07 0.030 0.130 0.027 0.00 275 22.92 0.07 0.030 0.129 0.027 0.00 276 23.00 0.07 0.030 0.129 0.027 0.00 277 23.08 0.07 0.030 0.129 0.027 0.00 278 23.17 0.07 0.030 0.129 0.027 0.00 279 23.25 0.07 0.030 0.128 0.027 0.00 280 23.33 0.07 0.030 0.128 0.027 0.00 281 23.42 0.07 0.030 0.128 0.027 0.00 282 23.50 0.07 0.030 0.128 0.027 0.00 283 23.58 0.07 0.030 0.127 0.027 0.00 284 23.67 0.07 0.030 0.127 0.027 0.00 285 23.75 0.07 0.030 0.127 0.027 0.00 286 23.83 0.07 0.030 0.127 0.027 0.00 287 23.92 0.07 0.030 0.127 0.027 0.00 288 24.00 0.07 0.030 0.127 0.027 0.00 Sum = 100.0 Sum = 11.2 Flood volume = Effective rainfall 0.93(In) times area 30.1(Ac.) /[(In) /(Ft.)] = 2.3(Ac.Ft) Total soil loss = 2.82(In) Total soil loss = 7.069(Ac.Ft) Total rainfall = 3.75(In) Flood volume = 101808.7 Cubic Feet Total ------------------------------------------------------------------ soil loss = 307917.1 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 8.870(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M ------------------------------------------------------------------ R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 i 0.0003 0.04 Q I I I 0 +10 I 0.0009 0.08 Q I I I 0 +15 I 0.0015 0.09 Q I I I 0 +20 I 0.0022 0.11 Q I I I 0 +25 I 0.0031 0.13 Q I I I 0 +30 I 0.0041 0.14 Q I I I 0 +35 f 0.0050 0.14 Q I I I 0 +40 I 0.0060 0.14 Q I I I 0 +45 I 0.0069 0.14 Q I I I 0 +50 I 0.0080 0.16 Q I I I 0 +55 I 0.0092 0.18 Q I I I 1+ 0 I 0.0105 0.18 Q I I I 1+ 5 I 0.0116 0.16 Q I I I 1 +10 I 0.0125 0.14 Q I I I 1 +15 I 0.0135 0.14 Q I I I 1 +20 I 0.0144 0.14 Q I I I 1 +25 I 0.0154 0.14 Q I I I 1 +30 I 0.0163 0.14 Q I I I 1 +35 I 0.0172 0.14 Q I I I 1 +40 I 0.0182 0.14 Q I I I 1 +45 I 0.0191 0.14 Q I I I 1 +50 I 0.0202 0.16 Q 1 +55 I 0.0214 0.18 Q I I I 2+ 0 I 0.0227 0.18 Q I I I 2+ 5 I 0.0239 0.18 Q I I I 2 +10 I 0.0252 0.18 Q I I I 2 +15 I 0.0264 0.18 Q I I I 2 +20 I 0.0277 0.18 Q I I I 2 +25 0.0289 0.18 Q I I I 2 +30 0.0302 0.18 Q I I I 2 +35 0.0316 0.20 Q I I I 2 +40 0.0331 0.22 Q I I I 2 +45 0.0347 0.23 Q 2 +50 0.0363 0.23 Q I I I 2 +55 0.0378 0.23 Q I I I 3+ 0 0.0394 0.23 Q I I I 3+ 5 0.0410 0.23 Q I I I 3 +10 0.0425 0.23 Q I I I 3 +15 0.0441 0.23 Q I I I 3 +20 0.0457 0.23 Q I I I 3 +25 0.0472 0.23 Q I I I 3 +30 0.0488 0.23 Q I I I 3 +35 0.0504 0.23 Q I I I 3 +40 0.0519 0.23 Q I I I 3 +45 0.0535 0.23 Q I I I 3 +50 0.0552 0.25 Q I I I 3 +55 0.0571 0.27 VQ I I I 4+ 0 0.0589 0.27 IQ I I I 4+ 5 0.0608 0.27 IQ I I I 4 +10 0.0627 0.27 IQ I I I 4 +15 0.0646 0.27 IQ I I I 4 +20 0.0666 0.29 IQ I I I 4 +25 0.0688 0.31 IQ 4 +30 0.0710 0.32 IQ I I I 4 +35 0.0732 0.32 IQ 4 +40 0.0754 0.32 IQ I I I 4 +45 0.0775 0.32 IQ I I I 4 +50 0.0799 0.34 IQ I I I 4 +55 0.0824 0.36 IQ I I i I 5+ 0 I 0.0849 0.36 IQ I I I 5+ 5 I 0.0871 0.32 IQ I I I 5 +10 I 0.0890 0.28 IQ I I I 5 +15 i 0.0909 0.28 IQ I I I 5 +20 I 0.0930 0.29 IQ I I I 5 +25 I 0.0951 0.31 IQ I I I 5 +30 I 0.0973 0.32 IQ I I I 5 +35 I 0.0996 0.34 IQ I I I 5 +40 I 0.1021 0.36 IQ I I I 5 +45 I 0.1046 0.36 IQ I I I 5 +50 I 0.1071 0.36 IQ 5 +55 I 0.1096 0.36 IQ I I I 6+ 0 i 0.1121 0.36 IQ I I I 6+ 5 I 0.1148 0.39 IQ I I I 6 +10 I 0.1176 0.41 IQV I I I 6 +15 I 0.1204 0.41 IQV I I I 6 +20 I 0.1232 0.41 IQV I I I 6 +25 I 0.1260 0.41 IQV I I I 6 +30 I 0.1289 0.41 IQV I I I 6 +35 I 0.1318 0.43 IQV I I I 6 +40 I 0.1349 0.45 IQV I I I 6 +45 I 0.1381 0.45 IQV I I I 6 +50 I 0.1412 0.46 IQV I I I 6 +55 I 0.1443 0.46 IQV I I I 7+ 0 I 0.1475 0.46 IQV I I I 7+ 5 I 0.1506 0.46 IQV I I I 7 +10 I 0.1537 0.46 IQV I I I 7 +15 I 0.1569 0.46 IQV I I I 7 +20 I 0.1602 0.48 IQV I ( I 7 +25 I 0.1636 0.50 IQV 7 +30 0.1670 0.50 IQV I I I 7 +35 0.1706 0.52 I Q I I I 7 +40 0.1743 0.54 1 Q I I I 7 +45 0.1781 0.55 1 QV I I I 7 +50 0.1820 0.57 I QV I I I 7 +55 0.1860 0.59 I QV I I I 8+ 0 0.1901 0.59 1 QV I I I 8+ 5 0.1945 0.63 1 QV ( I I 8 +10 0.1991 0.67 1 QV I I I 8 +15 0.2038 0.68 I QV I I I 8 +20 0.2085 0.68 1 QV I I I 8 +25 0.2132 0.68 1 QV I I I 8 +30 0.2179 0.68 I QV I I I 8 +35 0.2228 0.70 I QV I I I 8 +40 0.2277 0.72 1 QV I I I 8 +45 0.2327 0.73 1 QV I I I 8 +50 0.2379 0.75 I Q V I I I 8 +55 0.2432 0.77 1 QV I I I 9+ 0 0.2485 0.77 1 QV I ( I 9+ 5 0.2517 0.46 IQ V I I I 9 +10 0.2529 0.18 Q V I I I 9 +15 0.2540 0.16 Q V I I I 9 +20 0.2567 0.39 IQ V I I I 9 +25 0.2611 0.63 I Q V I I I 9 +30 0.2660 0.71 1 Q V I I I 9 +35 0.2726 0.97 1 QV I I I 9 +40 0.2810 1.21 I Q I I I 9 +45 0.2898 1.28 1 VQ I I I 9 +50 0.3004 1.54 1 VQ 1 I I 9 +55 0.3127 1.78 1 V Q I I I 10+ 0 0.3255 1.86 1 V Q I I I I 10+ 5 I 0.3347 1.33 1 Q I I i 10 +10 I 0.3402 0.80 1 Q V I I I 10 +15 I 0.3451 0.71 1 Q V 10 +20 0.3498 0.68 1 Q V I 10 +25 0.3545 0.68 1 Q V I I I I 10 +30 0.3592 0.68 1 Q V I I I 10 +35 I 0.3658 0.95 1 Q V I I I 10 +40 I 0.3741 1.22 1 Q V I I I 10 +45 I 0.3831 1.29 1 QV I I I 10 +50 I 0.3923 1.35 1 QV I I I 10 +55 I 0.4019 1.38 1 QV I I I 11+ 0 I 0.4116 1.42 1 Q V I I I 11+ 5 I 0.4203 1.25 1 Q V I I I 11 +10 I 0.4278 1.09 1 Q V I I I 11 +15 I 0.4353 1.09 1 Q V I I I 11 +20 I 0.4430 1.12 1 Q V I I I 11 +25 0.4509 1.15 1 Q V I l I I 11 +30 I 0.4591 1.19 1 Q V I I I 11 +35 0.4647 0.81 1 Q V I I I I 11 +40 I 0.4678 0.45 IQ V I I I 11 +45 I 0.4706 0.41 IQ V I I I 11 +50 I 0.4750 0.64 1 Q V I I I 11 +55 I 0.4810 0.87 1 Q V I I I 12+ 0 0.4875 0.95 1 Q V I I I I 12+ 5 I 0.5044 2.45 1 VQI I I 12 +10 I 0.5312 3.89 1 VI Q I I 12 +15 I 0.5600 4.17 1 V1 Q I I 12 +20 I 0.5910 4.50 1 V Q I I 12 +25 I 0.6235 4.73 1 V Q I I 12 +30 I 0.6566 4.80 1 IV QI I 12 +35 I 0.6929 5.27 I IV IQ 1 12 +40 I 0.7321 5.70 I I V I Q I 12 +45 I 0.7721 5.81 I I V I Q I 12 +50 I 0.8140 6.07 I I V I Q I 12 +55 I 0.8574 6.31 I I V I Q I 13+ 0 I 0.9013 6.38 I I V I Q I 13+ 5 I 0.9528 7.47 I I V I QI 13 +10 I 1.0113 8.50 I I V I I Q 13 +15 I 1.0713 8.71 I I V I I Q 13 +20 I 1.1319 8.80 I I VI I Q 13 +25 I 1.1928 8.84 I I V I Q 13 +30 I 1.2539 8.87 I I IV I Q 13 +35 I 1.2994 6.61 I I I V Q I 13 +40 I 1.3299 4.44 I I Q I V I 13 +45 I 1.3580 4.08 I I Q I V I 13 +50 I 1.3856 4.00 I I Q I V I 13 +55 I 1.4133 4.03 I I Q I V I 14+ 0 I 1.4413 4.06 I I Q I V I 14+ 5 I 1.4752 4.93 I I QI V I 14 +10 I 1.5149 5.76 I I 1 Q V I 14 +15 I 1.5558 5.94 I I 1 Q V I 14 +20 I 1.5958 5.80 I I I Q V I 14 +25 1.6346 5.64 I I 1 Q V I I 14 +30 I 1.6734 5.63 I I 1 Q V I 14 +35 I 1.7123 5.65 I I 1 Q VI 14 +40 I 1.7515 5.68 I I 1 Q VI 14 +45 I 1.7908 5.72 I I 1 Q V 14 +50 I 1.8290 5.54 I I 1 Q IV 14 +55 I 1.8659 5.37 I I IQ IV 15+ 0 I 1.9029 5.37 I I IQ I V 15+ 5 1.9385 5.18 I I Q I V I 15 +10 I 1.9730 5.01 I I Q I V 15 +15 I 2.0075 5.00 I I Q I V 15 +20 I 2.0406 4.81 I I QI I V 15 +25 I 2.0726 4.64 I I Q I I V 15 +30 I 2.1046 4.64 I I Q I I V 15 +35 I 2.1309 3.82 I I Q I I V 15 +40 I 2.1519 3.05 I 1 Q I I V 15 +45 I 2.1721 2.94 I IQ I I V 15 +50 I 2.1923 2.92 I IQ I I v 15 +55 I 2.2126 2.95 I IQ I I V 16+ 0 I 2.2332 2.98 I IQ I I V 16+ 5 I 2.2449 1.71 I Q I I I V 16 +10 I 2.2481 0.47 IQ I I I V 16 +15 I 2.2498 0.25 Q I I I V 16 +20 I 2.2511 0.18 Q I I I V 16 +25 I 2.2523 0.18 Q I I I V 16 +30 I 2.2536 0.18 Q I I I V 16 +35 I 2.2547 0.16 Q I I I V 16 +40 I 2.2557 0.14 Q I I I V 16 +45 I 2.2566 0.14 Q I I I V 16 +50 I 2.2576 0.14 Q I I I V 16 +55 I 2.2585 0.14 Q I I I V 17+ 0 I 2.2595 0.14 Q I I I V 17+ 5 I 2.2607 0.18 Q I ( I V 17 +10 2.2622 0.22 Q I I I V I 17 +15 I 2.2637 0.23 Q I I I V 17 +20 I 2.2653 0.23 Q I I I V 17 +25 I 2.2669 0.23 Q I I I V 17 +30 2.2684 0.23 Q I I I V I 17 +35 I 2.2700 0.23 Q I I I V I 17 +40 2.2716 0.23 Q I I I V I 17 +45 2.2731 0.23 Q I I I V I 17 +50 2.2746 0.21 Q I I I V I 17 +55 2.2759 0.19 Q I I I V I 18+ 0 2.2771 0.18 Q I I I V I 18+ 5 2.2784 0.18 Q I I I V 18 +10 2.2796 0.18 Q I I I VI 18 +15 2.2809 0.18 Q I I I VI 18 +20 2.2821 0.18 Q I I I VI 18 +25 2.2834 0.18 Q I I I VI 18 +30 2.2846 0.18 Q I I I VI 18 +35 2.2857 0.16 Q I I I VI 18 +40 2.2867 0.14 Q I I I VI 18 +45 2.2877 0.14 Q I I I VI 18 +50 2.2885 0.12 Q I I I VI 18 +55 2.2891 0.10 Q I I I VI 19+ 0 2.2898 0.09 Q I I I VI 19+ 5 2.2905 0.11 Q I I I VI 19 +10 2.2914 0.13 Q I I I VI 19 +15 2.2924 0.14 Q I I I VI 19 +20 2.2935 0.16 Q I I I VI 19 +25 2.2947 0.18 Q I I I VI 19 +30 2.2959 0.18 Q I I I VI 19 +35 2.2970 0.16 Q I I I VI 19 +40 2.2980 0.14 Q I I I VI 19 +45 2.2990 0.14 Q I I I VI 19 +50 2.2998 0.12 Q I I I VI 19 +55 2.3004 0.10 Q I I I VI 20+ 0 2.3010 0.09 Q VI 20+ 5 2.3018 0.11 Q I I I VI 20 +10 2.3027 0.13 Q I I I VI . 20 +15 2.3037 0.14 Q I I I VI 20 +20 2.3046 0.14 Q I I I VI 20 +25 2.3055 0.14 Q I I I VI 20 +30 2.3065 0.14 Q I I I VI 20 +35 2.3074 0.14 Q I I I VI 20 +40 2.3084 0.14 Q I I I VI 20 +45 2.3093 0.14 Q I I I VI 20 +50 2.3101 0.12 Q I I I VI 20 +55 2.3108 0.10 Q I I I VI 21+ 0 2.3114 0.09 Q I I I VI 21+ 5 2.3122 0.11 Q I I I 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I AIRPORT BLVD GRAP.EIC _SCALE IN THE CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA -80 0 40 80 160 240 BAS 1 S OF B EAR I N G S: . ,.._ THE MONUMENTED CENTERLINE OF AVENUE 58, ALONG THE NORTH LINE OF THE ww (IN FEET) M NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 26, TOWNSHIP 6 SOUTH, - (u}- 1 inch- 80 ft. RANGE 7 EAST, S.B.M. AS SHOWN ON PARCEL MAP NO, 26481 PER P.M.B. 179, FIGS. 78 -79, BEING THE EAST HALF OF THE NORTHWEST QUARTER, SECTION 26, BEING N s9 °28'20" E TOWNSHIP 6 SOUTH, RANGE 7 EAST, SAN BERNARDINO MERIDIAN. OWNER /APPLICANT: ENGINEER: AVENUE 58 DUDEK November, 2007 LA QUINTA MOTORCOACH RESORT, INC. DUDEK BENCHMARK: MR. RANDALL HENDERSON 75 -150 SHERYL AVENUE PD- 109 -70: CHISELED SQUARE ON SE WINGWALL OF CANAL BRIDGEI 45 W. 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Oj, l 1 41050 af. 4,653 s.f !. h O X `r 213 6 9z T 3. $ ! \� \ `N I 4,050 af. . . b 431. 1 4,050 s f. Og X 245 S r�0°' TC 426.1 \ &- 4 7., 4,050 s.f. _' 4,0 s.f N /yo w .� 308 I >3 - 1�` I I X -CB w 04 - co ,�pk CUI '� 3 4,3`17 s.f, ` ^... r•. .. y�28. w � 430.6 - ` ' � 428. �2� �0 4,312 of I 431. 249 34'..... !0 27. 231 31' 0� 0 104• h 4,646 af. 30 4. I �'� w 23. 4,050 af. % TYPICAL LOT 1 40540 s.f. 264 h 4,600 a,f.1 °ry 246....._ -._ .. ` 4.347 s.f. 4,354 af. \ \ I 4 1 '( I V ;0 0 3 � r x 0� 69 427. !0 427 } 21 x 24. �, r , 29 x \�, x �, 4,050 a f. GOLF COURSE _ x I 1 31. 4,050 s.f. ^ o 27. 248 b402 sf. �0, $ 228 x 4r 427. x , ...x,908. c� IXI - � � -- ----__ © 230.. ' ^229 �'• \ t N o5o�.f. L 4,050 af. � o : 4x449 af.. � Mi I ,�ph ,x 4x847 af, 241 ` 24. 424. 23. 4,050 af. I v `* SCALE: 1"=30' � /�I °- 1pk 431. "I ': � ~- 27. S 4,854 s.f. $ 27. 4,618 s.f. x653 af. 4157 I 427. I 3 ? 2 , 1 r ` � 27. 427. `V cn V i 24. ( tr, Oa' I 10 b n � \ N h u•>I / .r � \ � '� I 4,050 af. 4050 af, 5 x 0 2 X 0 •r 0 1 1 t) x , X 6 b � � � 6 I 211 ' 4,07 .f. �'• x ^ �. 1 / -�_ ,n k x r 31. . I N . • 45 45' 36' 0 ` \ ` `r 6 4,050 a,f. 4,050 s f. ` ,� - 3+U �I 10 n - i O4' I,n 266 70 x 70 427. , / 427. I= - --- 82 �� --4,05f1 r a - 6' BLOCK I 2 -w '� °�' 639 af. - f . �„ \� �� wx I f / h - spa _ �! V N stti x' 1 11 f�7 I I Go�c �I . � o°� I 210 1 4,050 af. '� c rc.>r. -Ae X 4,050 N.Y. 11 pk ut 0 ' 4302 s.f. 5, i af. , - f- 41050 s.f. X 145' WALL I 1 4,050 s.f. 431. 9' 261 '�� , 268 '�� 269 TC 427.5 TC 428.3 ` ^ 213 x 11# 'r 0 0 4,050 af. I I 1 3• 0 \ ` / I 428. i 28. ` h x N r h A„ I POOL , I 1 xi I 04, 'a• '`� 430. 29./�� o �25' �� x ` n /V 10� '� l 23. 1 .� (OPTIONAL) „ 1 1 (� -. V 1 50 - 209 , Gf2 �o°� 1 4,050, .f. h S'� (C b I w N 54 50 32 TC � 4 9 � � - � > . - • , - 6327 af. - � � , ; � ... .. ,, . . 4050 af. .- �- .;�: :. n M. co m of r � � .: ,.: � .. , ., ,:.. � 1 .._ ..:.4050 af. ,- • .: ", . ,r � . : ,, • 312 o� 1 _ ,_ _ 428. . . _ ti ,c 3 ) - } 1 ® n .,._ .. h - , , x 4,050 af. .`Y O �% _ i 1._9 �`l w 7 >< 3. i _ '�` r 1741 . '\ . _ x \ �"'" _ 0 _ _. 23 _ . . ERGOLA _ F ��.� 1 o x 0°� 130 � � I X �i � - - ---- � 208 � � s � �. 4,050 �.f. � . `:v � 1 21 (� ° . e CASITA . 1 I CR i TC 4 .4 X N 427. 4,050 J. 4 af. 2 Q�Q I - (\ N �I ��` V I 01 12'x16' wl C 431.9 LOT 'M' 1.04 ac TC 428.8 Q. X V0 I / gyp°` x 104 >X x -X� ° I `h 14 3. ..• x �j r . I ( "''r ! , V / r I x I 4,050 a.f. 0 "' �' PERGO I 0.52% ® 0 x I ( 201 &I 210 � Q LAKE & /�/ k00 1°a` 1 ° • i \ LUBHOU E .-� � 5,038 NJ. ( 5,038 e.f. w x . V In O ( I - V o e i 1 I X x HP W /. x. -_ . GOLF COU c- n I --; 5 . { d ,.-p d y I LOT oso aC. L 'g' 0 42 7 &POOL �' .� '7- - 27. _____� �' x `h I 15 N � K °\ \ I 1 I O ac ' i i �" '�j ` - I I o ! LOT 19 x X x POO 4,050 $11 I , X - - - -- �'' -• ..�- \ - -- _ _ p 1 E 29. LOTO > X � ��, x I 1 x N ..,r x U Oa' ,, j 11.38 x. \$ I o ' 1 1.32 ac. \� LAKE & ��-. I r x �/ __�_ to 1 a38 .f. 0 4. I L .': �. - AA10 -• .-' 206 354 __� --7 ,� � �. 6 � �. _ � r, _ _ 1 GOLF COURSE 3 ^ 1 C x,20 af, 5,o s o WATER SUR I / x - - a-•< 1' JT�2i''I x o ( ! I 4 �s.f. jti K �C 27. 27. x I � • x � iV •r n ! q I r 0.52. X LOT P , x Exisr. LOT, •��, X m R. T. 24 AG LEVATION 0 � � EXIS x E/ •F `� ^ DRAIN C.V.W.D, b IX 1 I - �TC 428.0 1.dOR T 4 7.6 (/` � \ 16.72 ac. " �,,� V 1� x I X -X X 1 { ) t 5 �J� t o� 1 432 2 I lOT'N' 0.94 ac. _..__9. �` � 27. 205 I �r 27. `" / � � �2�5 X / 4, e.f. X o0 �3 - b (WATER SURFACE i n w I C-, - t J 0.52X 12!3' - / 4050 s.f. I 4,050 s.f. I `� °gl II oo 1 64 10 I I 'o ' 'r / - - / x r4 \t . I I \pa` rx X �y- x 424. 4. x Z X , N 1 I o TC 429., . 2.30 cc, I b 1 ELEVATION 425.0 � \ � � � o V I ____ ---Qt* " 313 N TYPICAL LOTS 1 I I 430. l 62 45 26 O \ 122 x i x 427. 24 352 27. �--� h b I x 4,050 Id. o ( 4, f. ��" -, -� I t-� PRIVACY LOTS 1 144 - - c 42x.2 I -. I I L 8 - 5,023 af. x rod r� A b•� 8 � \ ' 4, Oaf. 4,050.e.f. I ` J x a X � 24. 4 � � . IV. t 4 'ni SCALE: 1" =301 I 1,.s � o1 141 'g, 146 '$ 145 6. - - c. 427.6 / '�n� 4' ! \ _J _ _---� n ts-... ®314 X 01 I 1I I 1 4,615 s f. / pl I ' 428. I 2 I 1 41050 s.f. 4, af. C.� 1 148 !� 4,049 e.f. 5,021 s:). i� v �/ I ® , I 29. % "'-- �� 351 - t x 104' I I �X- �/ \ �l I bi,n I 4 � N 5,788 af. �� 29. 28. ° P / �,/"� / e I ^ 41050 e. f. 4.M5 ,9.f. � / � " V 424. �I 4 5. �I FACE OF CURB �� yto §'w I 4,050 af, �I i` JJ�• 29. f 1 f TC 426.6 - ' I 04• 10 V ` ® 1 6" >) j I, ' - ,�p� o I ® 45 33 �, 6a1 �. � x VI X \• ` 90' x 3 5 001 x 1 I 149 2e• 3rd 42s. -- _ -� �,o x,05 Lf. � R.o.w. / I 1 I 1 a � 142 O 41130 s.f / ---- 184 � � ^ 4,f 2.f. I 4,o4s,s.f. F X o 90 4' i �I LL, 6" orl C x432.9 X(,050 s.f. 10 ,430. 1 161, - 41839 s.f. 185 0 I ;� 104. A - A pie �� ( 333 425. r I ( \ 4 4 i e.f. 4811 s.f." 0 427. � � � \ '� .. - -• 0 5,731 af. 332 316 I < 1 � In 10a `� r .� 4,839 .... f I „ r . _ 4 e f.__ -- ` -L_ �11 x ` 28. 28. ''�.- - 334 4,050 s.f. 410 .f. I 1AC PAVEM I 50 \ 165 27. . 68 \ 183 27. 186 I . 201 349 _ i r D. c ` `�' Y y I I ` 141 430. 4, sf. 0 x r a 41 51x5 s f. ' �---� r x s.f. C 42 .0 825 s.f. h � 803 s.f. LP TC 26 4,804 a.f. 4,050 s.f, � 4,050,a.f. 10 ' 24. LP T 4 3.4• �p� .a• �" �) �I r'� C\11" I i d - . �= !n"� X I 4,0501 s.f. \ �4,�. 27. r 7. Off` X a �' 27. 427. pe` �, ` �` I 104, I I. 10E� ,^� - �•.\ J' 1 FP X 424. n 425. q r 4 5. ,, ,A :k:'.i • .,ti.,. c� ' i �� T \0� `V 4 '� x \ �' ® +�0 �0 •\ '� I� 'a , - 335 3 3� 4,090 �,.f. I 31 I 4x } l N , 428. N 28. -_ -_ _ 'A pti X 4050 s.f. 4 OJs.f, I ��'a'!;' < ,,:: '�: °, 1 ti I I I 151 ": ' 427. 164 169 42a. 182 ,�, �O, gngu� 181 /� 1 200 I I 348 N ___ 4,408 e.f. \ I ' . ,. , :1. ;, , 7`•.1.:.:<+ > 1 I P 431. 4050 s.. 5,304 af. \ 5117 s.f. x C� v,303 s.f. I v' i 04 1 n :r, :%: :.,l,t'' :r.;..... 1_. !� <O `� I I 140 0. 5,117 s.f. L � Ti 428. , 4,050 $.I. 4,050,s.f. % - � 25. � lOT J o. 425. O Q �I � a Y'r1 t r.; i•' I 1 •I 43Z-9 4050 s.f. ® x � ^ 427. -_ LOT. IC Q 10 , h 103 330 25. I. `:. I 1 i' ; r 0 x 1 4. � 1 0. c. 1 ` ?'` - - 1: 1 X 030 ac. ,273 af. $ • - � o _ 0.30 a�. , .. � . . � � , � � 318 � t (26T � .�, $ 1 X pk x _. eF ' N .. n�i M _,. ,., � � ..: ; �. ,. , 28 ::.- � 336 � 4050 a.f. 1 4°s I 50 � A� �A F � ._ . � . .428. •. _._ . _ � � 19 _ N 27. ) l x ., ', o I x 1 f 114 f 1 28. 188 341 . -. -.. _... - 4 512 s.f. M 0 9 � �• I _r _ .. 1 1 199 __. 13 � ._ 4 - �� _. __ 18 x 5180 s.f. 5 4050 NOS 5 s.f. _ . . � � _,. . 30 4050 af. TC- 7.0 it 8.Z 4,0 0 af. ,fig 26. _ _. � I 1 1. ., :• _ _ . 427. 5114 s.f. TC 2 5 m � r ,::; ® ,1080 s f w 428. \ - T - X i >,2• i h . 25. - '�i 6. C C. / ®7. � 5,398 .f. - � ., � x h w � � u•, 04. � p� In r , ,:. 329 �,, - ' . � l Y . '1/ I I - h r X \ `�'r. 14j, s �' v: 14�. .t 41 '� \ .r / N X ( 1 84 r-I \0 �p �• < 1� S' 1�9 ( 26. / 51464 e.f. * , o r 319 I I OT'N' ¢ 13ffi p I 90 ` - 428. _ , x 29. c'J `.� l 28. 346 29. ^ ^ ® 331 " . 1�2 n 1 g , 41050 s.f, i ! I r 1 k L ( 162 111 ®180 .189 I 198 _ 5,467 af, �k x �' X M 4,050 ¢ f - ,p A. j . R B &GUTTER DETAIL I I 0 .94 ac. 431. 4,050 s.f. `� n 153 'A, � r - b 5,128 af. o � 5,852 af, � 5,837 e.f. � I \ 429. 5855 s.f. ^ o _ � 41008 s.fl � � � 41008 af. � x � 8, ^ � ® � 2 ' �I 6. 191 ( r x 13 - I 26. 426. (, ` I I 148 s.f.\ x /¢ ( 428. ,qi "' a I 04 N 0 p "' ( 1 pk 5' 2' AA J RA N M 429. X ,ql .r 1 ' .r 426. x c°� 32U (/ 320 l h 85 j; I 'k N T S B 1 o x 431. 1 ,� 1 X ® 29. o I 6,184 s.f. "�` 4,390 s.f. 50 s.f. I , - p - I 131 iv 1 00 9,.. _ _.45' 45' 45' 30' S) 161 '�' I �' , 72 `�' 46' 3T 30`� 30 29. A15 I I `R 190 3p 35' 30' 45' 30, 345 ® 'y 33U tl 45 30 30 n 36' 43' i 35' 35' 35 J 8� X E, I 191 1 00 9 8,826 af. `--- r 6,301 af. - 4,070 a.f. 4,050 e.f. 40 35 5,843 s.f, 427. ^ N I ; I : 1 I f L 5,074 s f. ` f In 1 I 0 1 a. w I 1 a ! i 154 _ � 6,3i�1 s.f. , J i2 7 ► 321 ` 32; I 4,513 s.f. N 429. x x 1� n 4 w 6,828 sf. 29. es� x ! 04' 10 ` - ��' X 321 5,457 s.f. o ( I j ti� I 16f P- CB 1 o� -� , 159, ,- � 160 �,�• ECR -BCR 429. �� 113 �•� t� , Go � , 194 195 ! 196 344 _ ! 339 6,693 a.f. _q I I �N 29 I I PCB b 94' 31. 151.,1.° X156 ^ 151 1.� 0 �. I �. 115 R _ - � �! ®425. I I w 158 5,n2 elf. w N -v, T 1 427. 4,656 e.f. 1 ° 11 118 �, 191 192, �o o I 343 ` 342 k 341 -- - 340 7,640 af. T, 26.1 I i 326 325 X24 323 322 86 0 7 C 432.1 4090 's.f, 4,fl50 af. , 4,050 s.f. 4,050 s.f. \ ^ 078 s.f. °� 4;919 of 7,301 s.f. TC 428.8 -856 s.f. 5,217 s.f. ,211 s.f, ,049 sf 5;82TB.f: 5,173 af. �ti o 5338 0 0 ,r. - 1 I X - I "a 430. 29. 3,852 s,f. 4,405 s.f. 3,85 s.f. \ '� 4414 s.f. 4632 s.f. °' 5100 5.1. ^0 s.f,,� ,406 s.f.° 4,9 6 s.f. -rn 4,577 s.f. 4,942 s.f. HP �rl 7,27 .f. X 8 - 28� a 1 x _ x 3o. 431. 1. 431. 430. �` � �� ^ ` 429. 4 430. 430, 430. � `._. 4 4281 1 428. 29. 429. 430 \_\_ 429. 4445 s.f. 28. ' 28. ' 28. -- 427. < 427. © a5. 425. 425. C 425.5 I I V� 426. X - 2 HP MOC � ® ® 30 ��% TC 429.1 , TC 4:8 -- 29. i� GB ECR �, , C 1 ` TC 431. / 11 ? r C 426.9 b ? A g9 / ° 83 55 5 67 74 \ I � �5 98 120_ _ 60 54 61 _ 79 120 � 55 _ 6 - 86 45` 9 72 - 54 7�2 83 - °j � � 14' 14' 0 I 1 ( x ,._._ -- � � 61' � ,�� `;451 451 � I - �� •... 1 r r - _ � 5Z� w �° - - - �' I ! 1 _1-,.1 l�__. __ �`\\�fly, �� a 9 _ 41 _ 1.L i i ac. _ �� c� 490 Iv . TC 429.0 / _ 445 0 HP TC 429.1 442 _ _ P TC 428.6 1 230 ac. 3' LP TC 424 1' ._- ` x I - �OT..�, �2 TC 428.9.% HP TC 430°2��2� X7Z` 0. .488. �. - .,� 0.57X - ^IZ`8.'� 7:T -��$ C 0. ° - 0.5 J 1 • ) 1 i 1 / 1 i 1 1 i 1 f f f 1 ' i 1 ! 1 I 1 f I 1 1 p • 1 1 1 , i \ 1 1 -, i 1 1 1 1 / j r f , ~ i Z0 � ��' 4- N I x HELL SITE\ �� 35 45 45 45 45 45 45,/ 45 45 45 45 45 45 - 45 45 45 45 45 45 45 45 53 4 45 45 45 45 45 x 45 45 -. 45 ^ 45 45 45 45 45 45 45 45 45 45 4 45 ., 45 w 82 I r, ° j° a""' I I N 22,808 a ' W\ I .��.._.� / ,-.. _-_ N \ n TC 424.6 � ..._ EC TC 5. 1 X° x I x w , !O ! ! ! !O O !O ! ! ! ! ! ! ! ! ! ! ! ! 0 !O ! JO ! ! r !O ! ! !O ! ,.. ! !O x !O \ ! !O ! !O ! ! t0 ! ! !O !O - 31. �\ - x•,135 �• 134 �• 133 • 132 -• 131 �• 134 �• 129 �• 128 121 �• 126 • 125 • 124 1 ' • 118 �• 111 �• 116 �• 115 • 11� 113 __ • 112 -1 �-• 110 �• 109 N �• �• �• �• �- �• �• �• �• . �• �' �• �• i i ' / \ , 1 30 108 101 106 105 104 103 102 101 100 1J9 98 - - 91 96 95 �- 94 �• 93 �• X92 91 90 89 81 0 2% II , fr 36 f 2 4,050 s.f. 4,050 s.f. 4,050 s.f. 4,050 s.f. s.: s.f. 4 05Qe �,050�.f 4,050 of 4,�0 af. 4,050 s.f, 4,050 a 4 s.f. 4,050 af. s.. s.f. 4,050 e.f. 4,050 ef. 4, e.f. 4,050 af. 4,050 s.f. 88 s,f. 4,05 ` 4,050 s.f. 4, 0 sf. 4,050 s.f. 4,050 $.f. 4,050 sf. 4,050 af. 4,050 af. 4,050 a.f 4 af. 4,050 sf, 4,050 s.f. 4,050 s.f ` 4,050 s.f. 4,050 a 4050 sf. 050 a.f. 4050 af. 4 a . - 4 a.f. 4 af. 4 050 ai. 4050 s.f. 4050 s.f. 4 a . af. 5,038 a.f, °i X I LOT X -- --�- 1 ( _J , 5,525 a - r f 1 ,� 1 r , c �;:� �/ 1 F`S 43 .0 �C -/' 31, 47, 431. 30 4 -�3t� 30. _. _ -_. 0 _._-- ,_�_. 43. 31 429. _ 429. 29. 429. 429. 30. 30 29. 29. 28. 429. 428. 428. 428. ,428. 27. 427. 427. 427. 426. 26. 426. 26. 26. 426. 426. 1<426s•. --- - - - --- . I rc 4 .a - _ x ---- -- _ .� _ __ n __ I 2 .: Y Y•., 00 � , ,-P \ 1 1 1 r r 1 •-• -T- _ -"�•`• __ •T•-- , -�_ -_i d 1 - 1 , f 1 1 r 1 1 r r 1 r +' 1 r r 1 _ / r !. r 1 , 1 r / 1 , 1 x. •x X_'^ - -, ___x: \ .�� 4� _5 1 ..__� _ 5� L.a.' 4 f , 1M _ -- - - r- -x $'�' x - -- -- -- -- , r 3x30 i i- -RAd- RBAB- - -� - - - - -- ---_� -- �_ _ _ _ _ _ _ ; -._ -T� .X _ - ,�,.,.,I �� N00'0 56I E '_'-_,647.?,�3' ,' N B1J•w% ©1!� X 1 x � x- SECTION A A � i x nX N x ,4" IRRG. r��_ %' �� ( 7FL1�- '23D�003 e (�~1 ° I 1 ' y 1 r r h y I h N N b r N h 1 i b -M1 w � 16 i' L �i 0 2 J J � rJ t�ii 6,8220 81� 1 -� 1 r i � X INTERIOR PRIVATE DRIVEWAYS Exisr. 14 IRRIG. X �� LArERAI N o 02 1 N + x P A F3, ` x t P A Iq I I N N.T.S. i X X EiH a Qx d2� ( 1 x ! r r x r I 1-1 i i I � olr r x I I 1 \ � �_ �- , I I I I ff-D� �(' �__,� n .� X 1 t I I I I x x I I� . �� X I �, I �` r 0 x "� O .... n, W N f I t n I - x I A 1.� i DO] � "�\�j{ q s 5 �..f'� _-1 �. I `�. ! ; I I P� LL B J 7 r` I/' 7 3 7 t� I 1 7 I I I I 1 .Y i' ,. 1 I ' 7 ^ J Ln \ F t 1 t"J r _ _ r � . ���{ ., ` R.O.W. P.L. S fO / ^" p .. �2 -` s `.-J -✓ LOT SUMMARY" ZONING AND LAND USE" r5 NOTES, R.O.W. 48' 48' 50' 4 111-1 . , , , , , . • . . . . . . ... . ......... .LOTS 1 THROUGH 354 EXISTING LAND USE RIVERSIDE COUNTY). VACANT EXISTING UTILITIES ARE SHOWN IN AN APPROXIMATE LOCATION ONLY. 30 v MOTORCOACH LOTS .. ( ,: 10 12 24 12 36 _ 12 . t.. >, <. 5 i _• ti _ 3 f _. . . { 1 FOOT . _ . O RAPHY . ..... , . .. . ERCIAL _ . NTOU I TERVAL SOURCE AERIAL TOP G . _ TOURIST COMM _ CO R N PAR WAY .. . _ '�Z E I OF LA QUINTA ).� .. ) , LAND USE (CITY Q _ _ _. { -- _ . K _ ., _ ... LOT 'AI PROPOSED PUBLIC STR _ . PROP. AC 6 k r . . . c. - -_ _ - -:_ . . _., , .. < . , , FUTURE IMPROVEMENTS , _< ,, ,.. C .. -. ,.. PROP 8 & G ,` �.., Y� r 1 1 P GE 5530 GRID G / 6-7 r ., - ..... ..PAVEMENT .... _. AGRICULTURAL (A-1-20) THOMAS BROS. INDEX A _, t .. . LIGHT AGR CU 1 RIVERSIDE COU , ,, TS .. ...........................LOTS B _THROUGH L CURRENT' '' ZONING _ _�I1q ,.. BY OTHERS TE STREETIPARKING LO PRlVA { ) _ PER STD. N0, 202 3�t "7 0 , o _. _ 2� . . .. , (RIVERSIDE CO., 005 EDITION 2 1 , 1 1 f E IAL {RIV RS E ) - - - --- �c NDSCAPE LOTS :::.... LOTS 'M', , N , P, Q, S AND PROPOSED ZONING (CITY OF LA QUINTA) . . . . .............SPECIFIC PLAN / TOURIST COMM RC . GOLF COURSE /LA p _ _ _ _ MAINTENANCE LOTS'O' 'R' AND IV' SCHOOL DISTRICT .............. » .. COACHELLA VALLEY UNIFIED SCHOOL DISTRICT _ - - -- _ - ,, \/\ /\ . / \/� �„ . CLUB HOUSE LOTS /POOL AREAS / M 1 _ - - _ _ _ _ _ - - - - - - . . , CVWD WEL SITE..........: ........ ............................... LOT,U, '� ,Z►Lv� RF_.r��1..."` 'SRO. SECTION BBB // / /� \� \ / /,• /i� GENERAL PLAN D E.S I G N AT I O N " � a f= , PRO .5'S S DEWALK r PRELIMINARY GRADING AND DRAINAGE PLAN Cl- ' TOTAL NUMBER OF LOTS . ...... ............................... . ....... .375 STATEMENTS. 6.5 30 PROP. C.V.W.D. EASEMENT I 8 PER . NO. 245 t g L` "� -'t!� EXISTING: AGRICULTURAL (RIVERSIDE COUNTY) . R.O.W. 1 ,� ✓ 29' 7.5 I N.T.S. Q , 1.- THIS REPRESENTS ALL OF THE CONTIGUOUS PROPERTY OWNERSHIP OF THIS �r�jS'_; "? 1 r�,0�``' 5;CT ACREAGE: PROPOSED: MDR - MEDIUM DENSITY RESIDENTIAL (CITY OF LA QUINTA) I 28' ROADBED WIDTH I TRACT MIDSECTION LINE U') 0 LAND DIVIDER. I &MIDSECTION LINE o �P I 1 1 o 14.5 14.5 10 50 EXISTING C.V.W.D. EASEMENT TO BE RELOCATED 30 - MOTORCOACH LOTS . ........... ............................... . 37.06 ac. 2.- THIS PROPERTY FLOOD HAZARD IS'ZONE D -AREAS IN WHICH FLOOD HAZARD 20 WALL SETBACK 16' $ ' \ , UTILITY COMPANIES: S 15 POR. OF SEC. 26, T. 6 S., R. 7 E., S. B. M. N CLUB HOUSE LOT . ............. ............................... 1.32 ac. ARE UNDETERMINED, BUT POSSIBLE PER FEMA MAP PANEL 060245 2950. THIS . PROPERTY IS NOT SUBJECT TO ANY OTHER OVERFLOW, INUNDATION OR 20' W LLISETBACK I AVERAGE LOT SIZE .............. ............................... t 4,560 s.f. WATER . ....... . COACHELLA VALLEY WATER DISTRICT - OFFSITE.. ...... . (760)398-2651 PROPOSED I 1 a' . FLOOD HAZARD. 4.5 10 7 I PUBLIC STREET LOTS...... ......:............ ....... 1.55 ac. SEWER . ....... . COACHELLA VALLEY WATER DISTRICT - OFFSITE.. .... . (760)398 -2651 FH LOCATIONS , PROP. AO I I PREPARED BY: PRIVATE STREETS LOTS ........... ............................... 8.67 ac. ELECTRICITY . ... . IMPERIAL IRRIGATION DISTRICT.................... (760)398 -5811 3.- THIS PROPERTY WILL CONTAIN NO OPEN CHANNEL DRAINAGE. PAVEMENT I I Engineering, Planning, 75-150 Sheryl Avenue o Environmental Sciences and Palm Desert, CA. 92211 PROPOSED DRY UTILITIES RISERS I , I DUDEK Tel. (760) 341 -6660 a GOLF COURSE AREA ............. .:............................. 28.08 ac. GAS . ..... - . THE GAS COMPANY ............................ (800)427 -2000 4.- UNDERGROUND SANITARY SEWER SERVICE ON -SITE TO BE PRIVATE. OFF -SITE ;; �: , ,;; PROPOSED TO BE PROVIDED BY THE COACHELLA VALLEY WATER DISTRICT. PROPOSED Management Services GOLF COURSE . ... I ..................... ................ . 20.47 ac. TELEPHONE . ... . VERIZON ...... , ................... ..... . (800)483 -4000 ° DRY UTILITIES -y" 42'f 42'1 EXHIBIT REVISION BLOCK LAKES ..................................................... 7.61 ac. - TELEVISION ...... TIME WARNER CABLE ........................... (760)340 -1312 5.- THIS PROPERTY WILL CONTAIN 100 -YEAR RETENTION BASINS FOR ON -SITE i - COMBINED NET ............. .. ........ 78.32 ac. STORM RUN OFF. 13 TYP. (11 MIN.) 29 f , 29'± 13 TYP. {11 MIN.) • DATE NUMBER DESCRIPTION COMBINED GROSS . ............................. ......... 79.87 ac. 6.- MINIMUM SLOPE OF CURB & GUTTER PROPOSED SECONDARY PVT. '�: ' .. .. . . LEGAL DESCRIPTION. . IS 0.5 %. 2�-4" WATER SERVICE, PROPOSED PRIMARY PVT, 8" ,• „_ n "_ % i F, Yew- PRELIMINARY HYDROLOGY REPORT LA QUINTA MOTORCOACH RESORTS INC. TTM 35238, SP ' 2007 -083 Prepared by: Dudek 75 -150 Sheryl Avenue, Suite C Palm Desert, California 92260. (760) 341 -6660 December 28, 2007 Project # 5150 This drainage study was prepared under the direction of J.J. Sor e' i, R.C.E. 24069, Exp. 12 -31 -09 Date 1 HE COW-ED FEB 12 2008 CITY OF LA QUINTA PLANNING DEPARTMENT_ 1 1r: 4069 %= 1 0 v , "I TABLE OF CONTENTS: 1. Project Description, Vicinity Map, Site Soil Classification. 2. Results 3. On -site Runoff Volume Q100 0 { i . j r i i E PROTECT DESCRIPTION: The purpose of this report is to provide preliminary. hydrology calculations to approximate the displacement in water surface elevation of the lakes during a 100 year storm event for Tract No. 35238, an 80 -acre RV Resort project. Tract No.35238 is bounded by a vacant land to the west, east and south: Residential r homes can be found to the north of the project site. The location is also shown on the attached Vicinity Map. In the City of La Quinta, County of Riverside, State of California. The project consists of 352 motor coach lots approximately 4,700 square foot each, and two golf courses, and two club houses. The project's site was divided into two watersheds. Watershed "A" consists of the north 49.66 acres, containing 210 RV.lots and one lake. Watershed "B" consists of the South 30.22 acres, containing 144 RV lots and one lake. Storm flows for both Watersheds "A" and "B" will be completely retained on the lakes. (Refer to EXHIBIT map). METHODOLOGY: Runoff modeling was performed under the guidelines of the Riverside County Flood Control and Water Conservations District Hydrology Manual. (RCFC &WDC). Retention basin was sized utilizing the SCS -TR 55 computer program. This program also conforms to the Riverside County Flood Control and Water Conservation District. i r AIRPORT BLVD i Lyhr w Z w 60 ry C4-d (n )C,/n-) AVENUE 58 Lli y� G 0 T z � � O U � Q SITE AVENUE 59 VICINITY MAP NOT TO SCALE I WATERSHEDS EXHIBIT s PARCEL l y l A P No. 7 7 8 B 1 I LJ 3.1. _ ..,_ �- a �• 784 -23 08' 1 ` ' -^•' �� 1% RECORD OF UR -1 1 2 �' B 3 �• s �� O •� �, -�J '\ r `;J ,1 �* 'J•�p a4- 230 -0083 1. ! �• �� r'�� S` {{ _ I`LL l` i. _.._.:_.._.....:. ,, ._._._...... ...... 4 Vil . Iloa� I V — i• �• s" 1 I j •' `' \` g o�jli WATERSHED A H WATERS � E � WA O o I v' SOUTH 3KE 3 i 3 _ l NORTH LAKE !� 1 1. 4RV RAU REM - — — _ - - ... s 27 , '.$ % I 784 -2�3• O 3 J84T239�004 3 1 I 5 - s 764 - 220-0 % 784 -2128 4iS'120 64 N 22 `1 I ti i 0. O i r `\ 1. U 6• - N -022 ' ,� I 3P A A. 3 g A R. ! 4 P A P f� I� l�iJ A P P. w1. B. 1 7 0 I/ 7 8 - 7 0 ` WATERSHEDS LAKES SURFACE AREA SCALE: 1:200 WATERSHED A: 49.812 ACRES NORTH LAKE.- 4.306 ACRES ��5�4t WATERSHED B: 30.101 ACRES SOUTH LAKE: 3.302 ACRES _r �Gr� . ,5 �6J� TOTAL. 79.913 ACRES TOTAL: 7.608 ACRES 1''"� ;� °�`y ��M1� a tJo U. S. DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE \ %, .7c 2010000 FEET 12'30" R: 7 E. R. 8 E. r I ,r...v; ,x:_1 Y 1:.+: _, ,✓...;�y.� '�,� ^,. � IF��: ^t6i. �.�: `:� "� .i/ia }� •iv :.�"x -'3o� f- 530000 +a� �j.e +�t, d`• .. .:'! + .. .� �t 3 s.fl . �.T t Y �A �.' '� .a -k +J�a .b'',�, I, +,•a.t,. FEET ' �' >`� ' ii x :) ^q'r';t,1 -,.�. _ I 'K3'• `�`-.,. It VA! 9A,� a -� f �• i,� tl '�j .lP'� T• F +» a r, Gt:A'� IYS GcA N' :O � :�.�. �we •�C °r yq. �:'A d' S`SM _;I � h\ I� -, r ° "`�`= '',`sh3 :`ai ` A ft. 7r5rS�Y P i.;�}gsFq,. 4 CrA' II �a@5 �1p d L t t. - • ; y 4vP 'c. � Rye �r } h.: �� � a t ;..If' It` d`;t r "7T �d GcA i S ���� I� �4y w..:m.. �r �.,. ,r �c�• '' �Ffi ti4 ��k�16 +�• �I� avEMUe ..;. ....._ .. ....... .. ... ��,- + "S .§ •-:. ^�, �/�43� � e —g. fly;- 't, :L;:..;.. �;.I �'...� K' :I s f. ii1t;.$,'S ,,;', �r�'r ttp�., .. t` :GbA •�':,.' F �_ •�y� "!�.t",,.�u,r��g$'��r�l `c`cs���L.��}},'•'' Y �'tl! .Y i , f, , trr �F :, j" � lip: V'BB• '' t -. � c� ^`•�Fd'i����Md: � 6: f I ,�r� � a � F '♦ Y -sav t� ;a � ' Gb8 j "'�r e�.x is .:v� w r ` �'• � ��� �, .:. �QF ,�... t' S + `. 'J' ,. `.:. t�� .I �� u �� v�• � Yf�,tiki 7.�afA'� :. �Gk a `i- n ..rt 5� •� - I Mau GCA i. 4' GG �i GcA \ i�-� 9 vs' , it ✓t t$- Yx... II 11 . \ .! �• GI a '` �A �J�,: +� r .Its n. li T. 6 S. f ry u. CrA �q r. h q Iry f • i a .f ss.. ..h 4Z• '.g; i.•: v..qy... - ...,.. t, n.. __ =viG+ • �jr C ''r';,.,:<.: :....,. .v ... .... I .yJ I ^�,.. +s• �` r ?^q.J 11I 2.t ' s � . ._ c�; G� CdC gyS'i'N+' a ,. y. � � fix'�F'e+. �t, \M •. 9. v�y � X AV N(JE; - _--- -'ping ow n: \� S a tion ., A lk II a\ : #' f it .. -•cam vat!.. S' -'• .ra: ,, ��.d � w � i.r4!;t .. r.CdC•.. n'.. �1qI . ✓1, t T. 7 S GCA ,px +,p a "� 4- ,�- � I � ! t t�:rl. I>:+4•` t e• .\'r . t t. .. t✓. t t ) zX1 '' s, d '�'`4 ny ++.``k„'+3vt` ! 57::4 stn' - It Sr,.,�„a, K�,.,I..y: 't �' :.•u:�s'! -.. '� gc� e z✓ t a\ ` yT. Q08 ♦ -fit �{r d I • ^� t FF.'� � �S; ;.,.vyS�iC, `� . `��� r>• r� r i � f � >x ,� �kt. c � .I I ttl. : 540 001 FEE 33 °37'3 116 °15' This soil survey was compiled in 1978 by. the U.S. Department of Agriculture, Soil Conservation Service and cooperating agencies 1 0 5000 4000 3000 2000 1000 0 Sc RIVERSIDE COUNTY, CALIFO RIVERSIDE COUNTY, CALIFORNIA 77 Tam 12. —Soil and water. features [Absence of an entry indicates " and "porohed not a symbol < means less than; > descriptions eans greater thasn and such terms as "rare." ..F i . Hydro- Flooding High water table Bedrock :St:oi,1 ame and logsc symbol group Frequency Duration Months Depth Kind Months Depth Hardness to /* Badland: BA. Borrow pits: B P. Bull Trail: BtE----------------- i Caen: eD----------------- Ca'on Variant: l Carrizo: CcC------------------ Carsitas CdC, CdE, ChC, CkB. CIB------------------ Carsitas Variant: CmB, CmE ------------ Chuckawalla: Co B, Co D, C nC, C n E. Coachella: x CpA,CpB,CsA ------ CrA----------------- Fluvaquents: Fa------------------- Fluvents: Fe------------------- Gilman: Gal) ' GbA, Gb B, GeA GcA, GdA, G[A_.___. Gravel pits and dumps: GP. Ipnperial - IeA----------------- _ . .IIA----------------.- ImC I : Imppeerial part ------ Gullied land part.. Im rial: O l: Imppeerial part ------ Gullied land part. t Indio: . IP, Is --------------- Ir, It -------------- Lithic Torripsamments: i LRI: Lithic Torripsamments pa Rock outcrop part. I .L B A A A A A C B B B D A/D B B D D D D B B r<. D None - - - - -- - -- >6.0 ------------ =- ------ - - - - -- >60 --- -. - - - --- ---------- - - -- - - - - - -- 1.".0 Apparent___ -- Jan-Dee ---- >60 ---- - - -- -- None------ -------- - - - - -- - None - -- -- -- ---- = - - - -- - --- - - - - -- >6 .0 - ------- - - - - -- ------ - - - - -- > 60 - --- - - - --- INone______ None______ None - - - -- -------- - - - - -- INone ------ I-------------- ------------- I 1.5-5.0 I Apparent - - - - -I Jan - Dec - - -_I >60 1 ----------- >6.0 ' ---- -- - - -- j >60 - - - - - - -- - ----- - - -- -- ------- 3.0 -5.0 Apparent_____ Jan - Dec____ > - -- 1 - - -- - - I >6.0 I - - - -; --------- I------ - - - -- -I 1 =10 I Hard. >6.0 - - - - -- - ----- - - - - -- >60 --- -- - - - -- gone------ -- --- - - - - -- -------- None------ -------- - - - - -- -- -- -- - - - - -- >6.0 -------- - - - - -- ----- - - - - - -- >60 - --- - - - --- >6.0 - - - - -- - ----- - - - - -- >60 --- -- - - - -- None------ -------------------- - - - - -- -------- >6.0 - - - - -- ------ - - - - -- >60 ---- -- - - -- ----------- -------- None------ - - - - - - - - - - - - - - - - - - - - - - - --- >6.0.-------------------------- 2.0 -4.0 Apparent - - -- Jan- Dec - - -- >60 - --- -- - - -- >� ---- - - -- -- None ---- - - - - -- - - - - - -- ---------- - - -- >6.0 - - -- -- 6-20 Rippable.. None------ --- - - - - -- ------------ ---- ---------------- None - - -- -- -------------------- - - - - -- >6.0 - - - - -- >60 - --- - - - - -- None------ - - - - - - - ------ ------------ > 6.0 3.0 -5.0 _ ------- - - - - -- Apparent - - - -- - - - - --- - - - -- Jan - Dec_ - -- >60 ---- - - - - -- >60 - --- - - - - -- None - - - - -- - - - - - -- ----- - --- -- Frequent--- Very long - - --- Apr-Sep - - -- 0.5 -2.0 Apparent -- - -- Jan- Dec__ -- > 60 _--- ____ -- Occasional__ Very brief____ Jan - Dec____ >6.0 _ ----- - - - - -- ?60 - ----- -- -- >6.0 -- - - - -- -- -- - - - - -- > 60 ---- - - - - -- Rare ------- ---- - - - - -- ---- -- - - -- -- -- -- None------ - -- ----- - - - - -- 3.0 -5.0 ------- Apparent Apr-Oct >60 ---------- None - - - - -- - -- >6.0 ------------ =- ------ - - - - -- >60 --- -. - - - --- ---------- - - -- - - - - - -- 1.".0 Apparent___ -- Jan-Dee ---- >60 ---- - - -- -- None------ -------- - - - - -- - None - -- -- -- ---- = - - - -- - --- - - - - -- >6 .0 - ------- - - - - -- ------ - - - - -- > 60 - --- - - - --- INone______ None______ None - - - -- -------- - - - - -- INone ------ I-------------- ------------- I 1.5-5.0 I Apparent - - - - -I Jan - Dec - - -_I >60 1 ----------- >6.0 ' ---- -- - - -- j >60 - - - - - - -- - ----- - - -- -- ------- 3.0 -5.0 Apparent_____ Jan - Dec____ > - -- 1 - - -- - - I >6.0 I - - - -; --------- I------ - - - -- -I 1 =10 I Hard. 78 SOIL SURVEY TABLE 12. —,Soil and water features—Continued Soil name and map symbol Hydro- logic group Flooding High water table Bedrock Frequency Duration Months Depth Kind. Months Depth hardness Fe In 'Oma: AaB, MaD----- -- - - -- A None - - - - -- ---- - --- - - - - -- ------ - - - - -- >6.0 -- ------ -- - - -- --- --- - -- - -- >60 vlcB --- -- ------ - - - - -- A None - - - - -- ------- - - - -- -- ------ - - - - -- 1.5 -5.0 Apparent - --- Jan-Dec-__ ---- - - - - -- --- - - - - - -- and: Jai) i- ----=---------- C None - - - -- - ------- - - - - -= ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 IbB----------------- C None - - -- -- -------- - - - - -- ------ - - - - -- 1.5 -5.0 Apparent - - - -- Jan- Dec - - -- >60 ---------- -- -- - - - - -- Omatott: OmD- --------- - -- - -- C None - - - - -- -------- -- - --- - ----- - - - --- >6.0 -------- -: - --- ------ - - - - -- 4-20 Rippable. Ora: Omstott part- - - - - -. C None - - - - -- --- ----- - - - - -- ------ - - - - -- >6.0 --------- ----- ------ - - - - -- 4-20 .Rippable. Rock outcrop part. Riverwash: RA. Rock outcrop: RO. RTI- Rock outcrop part. Lithic Torripsamments part. D None- -- --- ---- --- --- -- -- --------------------------- - 1 -10 hard. Rubble land: RU. Salton: Sa, Sb-- ---- --- - - - - -- D None - - -- -- -------- - - - - -- ------ - -- - -- 2.0 -5.o Apparent___ Jan- Dec - --- >60 ---- -- - - -- Soboba: So D, SPE---- - - - - -- A None - - - -- -------------- ------ - - - - -- >6.0 ------ -- - - - - -- ------ - - - - -- >60 --=- -- - - -- Torriorthents: TO 1: , Torriorthents part. Rock outcrop part. Tujunga: TpE, TrC, TsB- - - - - -- A None - - -- - -------- - - - - -- ------ - - - - -- >6.0 ---=---- - - - - -- ------ - - - - -- >60 -- - - - - - -- 'This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the composition and behavior of the whole mapping unit. parent; and the months of the year that the water table commonly is high. Only saturated zones above a depth of 5 or 6 feet are indicated. Information about the seasonal high water table helps in assessing the need for specially designed foundations, the need for specific kinds of drainage systems, and the need for footing drains to insure dry basements. Such information is also needed to decide whether or not construction of basements is feasible and to determine how septic tank absorption fields and other underground installations will function. Also, a seasonal high water table affects ease of excavation. Depth to bedrock is shown for all soils that are underlain by bedrock at a depth of 5 to 6 feet or less. For many soils, the limited depth to bedrock is a part of the definition of the soil series. The depths shown are based on measurements made in many soil borings and on other observations during the. mapping of the soils. The kind of bedrock and its hardness as related to ease of excavation is also shown. Rippable bedrock can be excavated with a single -tooth ripping attach- ment on a 200 - horsepower tractor, but hard bedrock generally requires blasting. Formation, Morphology, and Classification of the Soils This section contains descriptions of the major fac- tors of soil formation. as they occur in the Coachella Valley Area, a summary of significant morphological characteristics of the soils of the Area, an explanation of the current system of classifying soils by categories broader than the series, and a table showing the clas- T i 1 • i ) RESULTS: Flood Volume: The total flood volume of the 100 -year storm model for the project was determined to be. as follows: WATERSHED "A" 100 -YR. STORM EVENT 1 HR. 7.609 AC -FT 261.4 CFS 3 HR. 8.723 AC -FT 110.5 CFS 6 HR. 8.788 AC -FT 86.1 CFS 24 HR. 6.897 AC -FT 20.2 CFS Based on the above calculation, the largest volume was generated by the 100 year 6 -hr event. WATERSHED "B" Based on the above calculation, the largest volume was generated by the 100 year 6 -hr event. Displacement in Lakes due to 100 year storm event: North Lake surface area: 4.3.06 Acres The Lake will be designed to hold 100 year -6 hour event: 8.788 Acre -FT Initial Lake elevation before 100 year event: 424.00 Lake elevation after 100 year event: 426.04 South Lake surface area: 3.301 Acres The Lake will be designed to hold 100 year -6 hour event: 5.311 Acre -FT Initial Lake elevation before 100 year event: 419.60 Lake. elevation after 100 year event: 421.21 v r 100 -YR.. STORM EVENT 1 HR. 4.599 AC -FT 157:9 CFS 3 HR. 5.272 AC -FT 66.8 CFS 6 HR. 5.311 AC -FT . 52.0 CFS 24 HR. - 4.168 AC -FT 12.2 CFS Based on the above calculation, the largest volume was generated by the 100 year 6 -hr event. Displacement in Lakes due to 100 year storm event: North Lake surface area: 4.3.06 Acres The Lake will be designed to hold 100 year -6 hour event: 8.788 Acre -FT Initial Lake elevation before 100 year event: 424.00 Lake elevation after 100 year event: 426.04 South Lake surface area: 3.301 Acres The Lake will be designed to hold 100 year -6 hour event: 5.311 Acre -FT Initial Lake elevation before 100 year event: 419.60 Lake. elevation after 100 year event: 421.21 v r � ' i ' �i \` ! `/ f- y ^.r .••f 'C. %c?'Lr+y :' _ ;(, -S.,r ,. Pei I y ti _ J I r: �'" -.r � �- : o ,': :n•vN, _ •• '- '�1('•- ,,1�. • rf�v,, ,. �' �;;v �l� ... � '� � � ! �I) s '�• ~ ,�_ /� I' ` . � _ ! Q J I i i'. L F. a�ra :v.i�f .r, L �I - -J� ✓J�r:' r -:,"J `.___ _ _.,:L.� I.C. �,,•• � -••�•z •- �._ -,t-+i T. 1 p o . ,r• - �.�.. ~� ^ '.. 4,.� . ,d,_ _}r.._.._...._. _LO- _(..._.. p ! . T 1 /%'k""y,... ra•r /J I' r I:_.__I '� >' z —� ... Q., c m y� ?o I �(` .• n "} k t O h o {f g' a U I ; I . ...r.::'. 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[ ,�' ; �• r <LRtl•1:f„7.^q . : .i�i;l * !,i � �� ' 5� r .;'✓;1�..�,.- . .1 /'�.1 ' i I •i; r i��` 1'��•, � ',�� -� :ci '' yt ,� r ���� � � ' fi� �` ;+ ' ' % 7'ryr�• : ti •� �`.�: �d�- -_ -'• 1,. '• .` . �r, 5� � y`j. ` ,�'' ir �4 �r. �J ti+c•. • 5' ""Ab ,n Llil "T, WRI, ME ✓ rlve� 2, 0 �,q ji L *Vii A0 N FWAINOSM ON r-,ea.ftw tna --w Now,, MN Ir.: 7% M 3 Als 00 4-9 911fWL kaa ,7,:! ", F 2-:kE AMT12 S._ mite z . I Mm NO I r 6W 7v �•::,fd► ;;fir "' -,�y d,:�., > >!ij o iJ►s, `_ � , -� v p f Mk - tzM 4616P ro WE 101 AM V, FM ZO OV-A'ICIA ` Nll*�Vll V;� Al. -7 Opt t !"M I v` Y .RSROR' Fjl!tE2X! OM lIX, I pp . iiii a ' A KCII U =i . . . . . . . . . . ..... ON . . . . . . . . ... Vt.n 14�044 W, MVg� �Clm I —l" m MWAU- RM P. Via C. lw_ If A ZI g17 all .r F OF A -1 N. �;:: 2W, F NM m N04 a w 2h s7. miv T. WN-1 S, �_v iLpm 70 13 - N-1 N6 AWL A La 404 I "N_ Rl M Y NP ACTUAL IMPER .10 COVER + i LiJf rcr^a< Recommended Value.'. Land Use (1) Range Percept : For Average . Conditions- Percent' 2' , N uf'ax -or Agriculture 0 10 0 2tigle:Famly Residential: (3) < 40 000 S. F. (1 Acre) Lots 10 - 2.5 20 .s.. . .2.Q`Q,0.0 S. F. ( Acre) Lots 30. -. .45:'., 40 x7200. 10, 000 S . F. Lots 45 - ' 55 50 ,.rK,,,r -. a ]tle Family Residential: r -` Condominuins 45 -. 70 65 x Apartments 65 - 90 8 MQbi1e_;Home Park 60 85 75 ,?? a Commercial; Downtown go.-loo.. 90 f +y^ 'Business or Industrial -- � k�'1?4 1:, Land use should be based on ultimate development of the watershed. sl r c Long. range master plans for the County' and incorporated cities should'be reviewed to insure reasonable land =use assumptions. � {1� 2 Recommended values are based on average conditions which may not apply, to a particular study. area. The percentage impervious may °» s vazX. greatly even on comparable:'sized lots due to'differend' es in 1 dwelling size, improvements, . etc. Landscape ;practices; should also e:.:considered as it is common in some areas to. use ornamental grav- d e'ls' .underlain by impervious plaA-ic materials in place of lawns and , rubs-. A field investigation of a study `area should always -be made, a review of aerial photos, where available may assist in-.estimat- �� ng the percentage of impervious cover in developed areas -. For -typical horse ranch subdivisions increase :impervious area 5 per - _,'� cent over the values recommended. in the table above. :. R C F C �V C p IMPERVIOUS; COVER DRO:LOGY MANUAL FOR .... DEVELOPED AREAS • . . 7;t xs.f P . bi LAT 6 3 .f i' i i 1 I i t U n i t H y d r o g a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date .12/28/07 File: 5150A1100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format -----------------------------------------------=------- 5150- WATERSHED A Drainage Area = 49.81(Ac.) = 0.078 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 49.81(Ac.) - 0.078 Sq. Mi. - Length along longest watercourse = 824.73(Ft.) Length along longest watercourse measured to centroid = 508.64 (Ft.) Length along longest watercourse = 0.156 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation.= 5.20(Ft.) Slope along.watercourse = 33.2909. Ft. /Mi. Average. Manning's.'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.25 Min. 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. q Unit time = 5.00 N/Jn�i Duration of storm = 1 our H ) User Entered Base F - 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 0.60 29.89 i f 1 100.YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) Weighting[1 *2] 49.81 2.00 99.62 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.600(In) _ J Area Averaged 100 -Year Rainfall = 2.000 (In) Point rain (area averaged) = 2.000(In) 1 Areal adjustment factor = 99.95 % �.- Adjusted average point rain— 1.999(In) � J� e Sub -Area Data: � � m � Area (Ac. ) Runoff Index I ervious % y r ,ti�+'� 49.812 56.00 0.750 Total Area Entered = 419.81(A . ) „�`' bw�e� O� RI RI• Infil. Rate Impervious Adj. Infil. Ra e Area% F Z� AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) '(Dec.) . (In /Hr) 56.0 56.0 0.511 0.750 0.166 1 000 L-0 N> O 0.166 0.166 Su ( F) Area averaged mean soil loss F L 9 ( ) (In /Hr)' = 0.166 4- Minimum soil loss rate Co ((In /Hr)) = 0.083 �, (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 C� - - - - -- - Slope of intensity - duration. curve for a 1 hour storm = 0.5800 C�o6S' #mow ----------------------- U n i t H y d r o g r a p h DESERT S -Curve i -- --------------------------------------------- --------------------- Unit Hydrograph Data Unit time period Time % of lag. Distribution Unit Hydrograph .(hrs) Graph % , • (CFS) ------------------------------------------------------------------ J - -- 1 0.083 221.986•. 45.922 23.053 2 0.167 443.972 43.987 22.082 3 0.250 665.958 7.701 3.866. 4 0.333 887.949 2.391 1.200 Sum ='100.000 Sum= 50.201 -------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low .(In /Hr) 1 0.08 3.60 0.864' 0.166' - -- 0.70 2 0.17 4.20 1.008 0.166 - =- 0.84 I 3 0.25 4.40 1.056 0.166 - -- 0,89 4 0.33 4.60 1.104 0.166 - -- 0.94 5 0.42 5.00 1.199 0.166 - -- 1.03 6 0.50 5.60. 1.343 0.166 - -- 1.18 7 0.58 6.40 1.535 0.166 - -- 1.37 8 0.67 8.10 3 1.94 0.166 - -- 1.78 9 0.75 13.10 3.143 0.166 - -- 2,98 10 0.83 34.50 8.276 0.166 - -- 8.11 11 . 0.92 6.70 1.607 0.166 - -- 1.44 12 1:00 3.80 0.912 0.166 - -- 0.75 Sum = 100.0 Sum = 22.0 Flood volume = Effective rainfall 1.83(In) times area 49.8(Ac.) /[(In) /(Ft_)] = 7.6(Ac.Ft) Total soil loss = 0.17(In) Total soil loss = 0.689(Ac.Ft) Total rainfall = 2.00(In) Flood volume = 331454.3 Cubic Feet C Total ----------------------------------------------=------------------- soil loss = 30017.5 Cubic Feet Peak ------------------------------------------------------------------ flow-rate of this hydrograph = 261.3.45(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S. T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) .Time(h +m) Volume Ac.Ft Q(CFS) 0 75.0 150.0 225.0 300.0 0+ 5 0.1108 ------------------------------------- 16.09 V Q i I 0 +10 I 0.3506 39.82 IV Q 0 +15 0.6386. 41.81 I V Q I I I 0 +20 0.9510. 95.37 I V Q I I 0 +25 I 1.2885 49.00 1 Q I I I 0 +30 1.6651 54.68 I QV I I I 0 +35 2.0970 62.72 1 Q 1V. I 0 +40 2.6276 77.04 I Q V I I 0 +45 I 3.4170 114.63 I I Q V. I I 0 +50 I 5.2169 261.34 I I 1 V I Q 0 +55 I 6.7739 226.07 I 1 I Q V 1+ 0 I 7.3523 83.98 I IQ I I V 1+ 5 7.5712 31.78 Q VI 1 +10 7.6030 4.61 Q V.1 1 +15 7.6091 0.90 Q V --------------------------------- - - - - -- U n i t H y d r o g r a p h ' A n a l y s i s 7.0 Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version Study date 12/28/07 File: 5150A3100.out +++++++++++++++++++++++++++++++++++ + + + + ++ + + + + + + + + + + + + + + + ± + + + + + + + ++ -------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date — April 1978 Program License Serial Number 6090 --------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ---------------------------=----------------------- 5150- WATERSHED A Drainage Area = 49.81(Ac.) = 0..078 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 49.81(Ac.) _ 0.078 Sq. Mi. Length along longest. watercourse = 824.73(Ft.) Length along longest watercourse measured to centroid = 508.64 (Ft.) Length along longest watercourse = 0.156 Mi. Length along longest watercourse measured to centroid = 0.096 Mi. Difference in elevation = 5.20(Ft.) Slope along watercourse = 33.2909 Ft. /Mi... Average Manning "s 'N' = •0.015 Lag time = 0.038 Hr. Lag time = 2.25 Min. 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time = 5.00 M•n. Duration of storm 3 Hour User Entered Base Flo - 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2) W6ighting[1 *2] 49.81 1.00 49.81 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 2.60 129.51 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 2.600(In) Point rain (area averaged) = 2.600(In) Areal adjustment factor = 99,98 % Adjusted average point rain = 2.599(In) Sub -Area Data G r Area(Ac.) Runoff Index Im rvi s $ 49.812 56.00 .750 Total Area Entered = 49.81(Ac. RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec.° %) (In %Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.750 0.166 1.000 0.166 0.166 Sum (F) _ Area averaged mean soil loss (F) (In /Hr) _. 0.166 Minimum soil loss rate ((In /Hr)) = 0.083 (for 24 hour storm duration) Soil low loss rate (decimal).= ----------------------------------------------- 0.900 U n i t H y d r.o g a p h DESERT S -Curve Unit Hydrograph Data Unit time period Time o of lag Distribution Unit Hydrograph (hrs) Graph o (CFS) 1 0.083 221.986 45.922 23.053 2 O.I67 443.972 43.987 22.082 3 0.250 665.958 7.701 3.866 4 0.333 887.944 2.391 1.200 - - - -- -_Sum = 100.000 Sum= 50.201 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In %Hr) Max Low (In /Hr) 1 0.08 1.30 0.406 0.166 - -- 0.24 2 0.17 1.30 0.406 0.166 - -- 0.24 3 0.25 1.10 0.343 0:166 - -- 0.18 9 0.33 1.50 0.468 0.166 - -- 0.30 5 0.42 1.50 0.468 0.166 - -- 0.30 6 0.50 1.80 0.561 0.166' - -- 0.40 7 0.58 1.50 0.468 0.166 - -- 0.30. 8 0.67. 1.80 0.561. 0.166 - -- 0.40 9 0.75 1.80 0.561 0.166. - -- 0.40 10 0.83 1.50 0.468 0.166 - -- 0.30 11 0:92 1.60 0.499 0.166 - -- 0.33 12 1.00 1.80 0.561 0.166 - -- 0.40 13 1.08 2.20 0.686 0.166 - -- 0.52 14 1.17 2.20 0.686 0.166 - -- 0.52 15 1.25 2.20 0.686 0.166 - -- 0.52 16 1.33 2.00 0.624 0.166 - -- 0.46' 17 1.42 2..60 0.811 0.166 - -- 0.65 18 1.50 2.70 0.842 0.166 - -- 0.68 19 1.58 2.40 0.749 0.166 - -- 0.58 20 1.67 2.70 0.842 0.166 - -- 0.68. 21 1.75 3.30 1.029 0.166 - -- 0.86 22 1.83 3.10 0.967 0.166 - -- 0.80 23 1.92 2.90 0.905 0.166 - -- 0.79 24 2.00 3.00 0.936 0.166 - -- 0.77 25 2.08 3.10 0.967 0.166' - -- 0.80 26 2..17 4.20 1.310 0.166 - -- 1.19 27 2.25 5.00 1.560 0.166 - -- 1.14 28 2.33 3.50 1.092 0.166 - -- 0.93 < 29 2.42 6.80 2.121 0.166 - -- 1.96. 30 2.50 7.30 2.277 0.166 - -- 2.11 i 31 2.58 8.20 2.558 0.166 - -- 2.39 32 2.67 5.90 1.840 0.166 - -- l.- 67 33 2.75 2.00 0.624 0.166 - -- 0.96 34 2.83 1.80 0.561 0.166 - -- 0.40 35 2.92 1.80 0.561 0.166 - -- 0.90 36 3.00 0.60 0.187 0.166 - -- 0.02 Sum = 100.0. Sum = 25.2 - Flood volume = Effective rainfall 2.10(In) times area 49.8(Ac.) /[(In) /(Ft.)] = 8.7(Ac.Ft) Total soil loss = 0.50(In) Total soil loss 2.067(Ac.Ft) Total rainfall = 2.60(In) Flood volume =. 379970.6 Cubic'Feet Total soil loss = -------------- 90052.6 Cubic ----------------------------------- Feet Peak -------------=------------------------------------ flow rate of this hydrograph = 110.483(CFS) +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M -------------------=------------ R u n o f f H --------------------------- y d r o g r a p h ` Hydrograph in 5 Minute intervals ((CFS)) ° Time(h +m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 Y 200.0 { - - - - - - 0+ I - - - - - - 5 - - - - - - 0.0380 5.52 VQ I I 0 +10 0.1125 10.82 V Q I I '| |, / '! � � � ' � ! � � i � � � ! � � � r ' � . . � / | � ' . . | 0+15 0.1835 l0 ]O ' � O | | ( 0+20 | 0.2668 12.09 ' |V0 | - ' } | 0+25 | O'3673 14.6I |»O | | | 0+30 | 0'4856 17.17 | mQ ` 0+35 | 0'6043 17'23 / YO | | | 0+40 l 0'7261 17.68 | O | | | O+45 | 0.8604 ' l9 5O ' 0 | | | | 0+50 | 0.9815 ' l7 59 ' | QV | | | 0+55 / 1'0942 16.36 | 0 \/ | | | l+ O 1 1'2I90 18.12 | 0 n | | | l+ 5 | 1'3732 22.39 | 0 v | | | l+lO | l'5483 25.42 | O v | | | 1+I5 | 1.7272 25'98 | 0 v | | | 1+20 ) 1-'8972 24' 69 | Q n / | | 1+25 | 2 - O875 27 63 ' | V �| | | ' + l �0 - -' | 2 3O96 ' �2 24 ' | 0 v | | I+35 ( 2'.5260 31.42 | 0 |V | | 1+ 40 | 2'7454 3l' '96 |� Q | « | ( 1+45 | . 3.0066 37 92 ' | � | » | / 1+50 | 3'2880 40`86 | O | v � ( 1+55 1 3'5558 38'88 | 0 | v 2+ O ] 3.8189 ' 38 2l ' | 0 | v | ! 2+ 5 | 4.0896 39'30 | 0 | v | | 2+10 ! 4.4198 47.95 | 0| V | 2+l5 | 4'84�O 6I � 4 ' | | l ' v 0 '~ ' | 2+2O �'~~ | �'^ 5 2 392 57 52 ' | |O | V | 2+25 � 5-7372 ' 72 3l ' | | D | v | 2+30 | 6.4062 97.I4 | | 0| v| 2+35 | 7.1671 110.48 | | | 0 | v 2+40 | 7.8695 ' IOl 9R ' | i 0 | PA ! i 2 +45 8.2781 59.34 1 1Q I I I V. ! 2 +50 8.4750 28.59 I Q I I I V 2 +55 8.6240 21.64 I Q. VI 3+ 0 8.7019 11.30 1 Q vi 3+ 5 8.7189 2.47 Q ► I VI I 3 +10 8.7228 0.56 Q .t V1 3 +15 8.7229 .0.03 Q 1 V ----------------------------------- - - - - -- { ' r U n i t. H y d r o g r a p h A n a l y s i s ;i Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - .2004, Version 7.0 Study date 12/28/07 File: 5150A6100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 5150- WATERSHED A Drainage Area 49.81 Ac. _ ( ) 0.078 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 49.81(Ac.) 0.078 Sq. Mi. _ Length along longest watercourse = 824.73(Ft.) Length along longest watercourse measured to centroid = 508.69 (Ft.). k Length along longest watercourse = 0.156 Mi. Mi.. Length along longest watercourse measured to centroid = .0:096 t Difference in elevation 5.20(Ft.) Slope along watercourse = 33.2909 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.25 Min. ( 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. f Unit time = 5.00 Duration of storm Hours) User Entered Base Flo 0.00(CFS) t' 2 YEAR Area rainfall data: j Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 49.81 1.20 59.77 F n 100 YEAR Area rainfall data: Area (Ac.)[1] Rainfall(In)[2] Weightincj[1 *2] 49.81 3.10 154.42 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.200(In) Area Averaged 100 -Year Rainfall = 3.100(In) Point rain (area averaged) = 3.100(In) Areal adjustment factor = 99.98 % Adjusted average point rain = 3.099(In) Sub -Area Data: Area(Ac.) Runoff Index •Impervious o 49.812 56.00 0.750 Total Area Entered = 49.81(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 5.6.0 56.0 0.511 0.750 0.166 1.000 0.166 0.166 Sum (F) _ Area averaged mean soil loss (F) (In /Hr) = 0.166 Minimum soil loss rate ((In /Hr)) = 0.083 (for 24 hour storm duration) - -- Soil low loss rate (decimal) _. 0.900 . ---------------------------- U n it H y d r o g r a p h DESERT S -Curve Unit Hydrograph Data -------------------------------------------- Unit time period Time °s of lag Distribution Unit.Hydrogtaph (hrs) Graph % (CFS) 1 0.083 221.986 45.922 23.053 2 0.167 443.972 43.987 22.082 3 0.250 665.958 7:701 3:866 4 0.333 887.944 2.391 1.200 Sum = 100.000 Sum= ---------------------------------------------- 50.201 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.186 0.166 - -- 0.02 2 0.17 0.60 0.223 0.166 - -- 0.06 3 0.25 0.60 0.223 0.166 - -- 0:06 4 0.33 0.60 0.223 0.166 - -- 0.06 5 0.42 0.60 0.223 0.166 - -- 0.06 E I' i - 6 0.50 0.70 0.260 0.166 - -- 0.09 7 0.58 0.70 0.260 0.166 - -- 0.09 8 0.67 0.70 0.260 0.166 - -- 0.09 9 0.75 0.70 0.260 0.166 - -- 0.09 10 0.83 0.70 0.260 0.166 - -- 0.09 11 0.92 0.70 0.260 0.166 - -- 0.09 12 1.00 0.80 0.298 0.1.66 - -- 0.13 13 1.08 0.80 0.298 0.166 - -- 0.13 14 1.17 0.80 0.298 0-.166 - -- 0.13 15 1.25 0.80 0.298 .0.166 - -- 0.13 16 1.33 0.80 0.298, 0.166 - -- 0.13 17 1.42 0.80. 0.298 0.166 - -- 0.13 18 1.50 0.80 0.298 0.166 - -- 0.13 19 1.5.8 0.80 .0.29'8 0.166 - -- 0.13 20 1.67 0.,80 0.298 0.166 - -- 0.13 21 1.75 0.80 0.298 0.166 - -- 0.13 22 1.83 0.80 0.298 0.166 - -- 0.13 23 1.92 0.80 0.298 0.166 - -- 0.13 24 2.00 0.90 0.335. 0.166 - -- 0.17 25 2.08 0.80 0.298 0.166 - -- 0.13 26 2.17 0.90 0.335 0.166 - -- 0.17 27 2.25 0.90 0.335 0.166 - -- 0.17 28 2.33 0.90 0.335 0.166 - -- 0.17 29 2.42 0.90 0.335 0.166 - -- 0.17 30 2.50 0.90 0.335 0.166 - -- 0.17 31 2.58 0.90 0.335 0.166 - -- 0.17 32. 2.67 0.90 0.335 0.166 - -- 0.17 33 2.75 1.00 0.372 0.166 --- 0.21 34 2.83 1.00 0.372 0.16'6 - -- 0.21 35 2.92 1.00 0.372 0.166 - - -. 0.21 36 3.00 1.00 0.372 0.166 - -- 0.21 37 3.08 1.00 0.372 0.166 - -- 0.21 38 3.17 1.10 0.409 0.166 - -- 0.24 39 3.25 1.10 0.409 0.166 - -- 0,24 40 3.33 1.10 0.409 0.166 - -- 0,24 41 3.42 1.20 0.446 0.166 - -- 0:28 42 3.50 1.30 0.484' 0.166 - -- 0.32 43 3.58 1.40 0.521 0.166 - -- 0.35' 44 3.67 1.40 0.521 0.166 - -- 0.35 45 3.75 1.50 0.558 0.166 - -- 0.39 46 3.83 1.50 0.558 0.166 - -- 0.39 47 3.92 1.60 0.595 0.166 - -- 0.43 48 4.00 1.60 0.595 0.166 - -- 0.43 49 4.08 1.70 0.632 0.166 - -- 0.47 50 4.17 1.80 0.669 0.166 - -- 0.50 51 '4.25 1.90 0.707 0.166 - -- 0.54 52 4.33 2.00 0.744 0.166 - -- 0.58 53 4.42 2.10 0.781 0.166 - -- 0.62 54 4.50 2.10 0.781 0.166 - -- 0.62 55 4.58' 2.20 0.818 0.166 - -- 0.65 56 4.67. 2.30 0.855 0.166 - -- 0.69 57 4.75 2.40 0.893 0.166 - -- 0.73 58 4.83 2.40 0.893 0.166 - -- 0.73 59 4.92 2.50 0.930 0.166 - -- 0.76 60 5.00 2.60 0.967 0.166 - -- 0.80 61 '5.08 3.10 1.153 0.166 - -- 0,99 62 5.17 3.60 1.339 0.166 - -- 1.17 63 5.25 3.90 1.451. 0.166 - -- 1.28 64 5.33 4.20 1.562 0.166 - -- 1.40 65 5.42 4.70 1.748 0.166 - -- 1.58 66 5.50 5.60 2.083 0.166 - -- 1.92 67 . 5.58 1.90 0.707 0.166 - -- 0.54 68 5.67 0.90 0.335 0.166 - -- 0.17 69 5.75 0.60 0.223 0.166 - -- 0.06 70 5.83 0.50 0.186 0.166 - -- 0.02 71 5.92 0.30 0.112 0.166 0.100 0.01 72 6.00 0.20 0.074 0.166 0.067 0.01 Sum = 100.0 Sum = 25.4 Flood volume = Effective rainfall 2.12(In) times area 49.8(Ac.) /[(In) /(Ft.)] = 8.8(Ac.Ft) Total soil loss = 0.98(In) Total soil loss = 4.078(Ac.Ft) Total rainfall.= 3.10(In) Flood volume = 382814.3 Cubic Feet Total soil loss = ------------------------------------------------------ 177624.2 Cubic Feet Peak flow rate of ----------------------------------------------------- this hydrograph = 86.108(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M R u ----------------------------------------------------- n o f f H y d r o g r a p h Hydrograph in. 5 Minute intervals ((CFS)) Time(h +m) Volume Ac.Ft Q(CFS). 0 22.5.. 45.0 67.5 90.0 0+ 5 I ------------------------ 0.0032 ----------------------- 0.46 Q ► I I 0 +10 0.0153 •1.76 Q I I 1 0 +15 I 0.0336' 2.66 VQ, 0 +20 0.0531 2.83 VQ 0 +25 I 0.0728 .2.87 VQ 0 +30 0.0985 3.73 VQ 0 +35 .0..1298 4.55 V Q I ► I 0 +40 0.1622 4.69 V Q I 1 0 +45 0.1948 4.74 V Q 0 +50 I 0.2274 4.74 IVQ I 1 0 +55 0.2601 4.74 IVQ I I I 1+ 0 I .0.2986 5.60 IVQ 1+ 5 0.3428 6.42 IVQ I 1 +10 0.3880 6.56 IVQ. I. 1 +15 I 0.:4335 6.61 IVQ I I I 1 +20 I 0.4790 6.61 I Q I I I 1 +25 0.5245 6.61 I Q 1 I I 1 +30 1 0.5700 6.61 1 Q 1 I I 1 +35 I 0.6155 6.61 1 Q 1 1 I 1 +40 1 0.6610 6.61 I QV I I I 1 +45 0.7065 6.61 1 QV 1 I I 1 +50 I 0.7520 6.61 1 QV 1 I I 1 +55 0.7975 6.61 1 QV I I I 2+ 0 I 0.8489 7.46 1 Q I I I 2+ 5 0.9001 7.43 1 QV 1 ) i 2 +10 1. 0.9525 7.61 1 QV I I I 2 +15 I 1.0099 8.33 1 QV I I I 2 +20 1.0679 8.43 1 QV I I I 2 +25 1.1263 8.47 1 Q V I I I 2 +30 1 1.1847 8.47 1 Q V I I I 2 +35 I 1.2430 8.47 1 Q V I I I 2 +40 1 1.3014 8.47 1 Q V I I I 2 +45 1.3657 9.33 1 Q V 1 I 2 +50 1 1.4356 10.15 1 Q V 2 +55 1.5065 10.30 1 Q V I I I 3+ 0 1.5778 10.34 1 Q V I I I 3± 5 1.6490 10.34 1 Q V I I I 3 +10 1 1.7262 11.20 1 Q V I I I 3 +15 1.8090 12.02 1 Q V I I I 3 +20 1.8927 12.17 1 Q V I I 3 +25 I 1.9828' 13.07 1 Q 3 +30 I 2.0843 14.75 1 Q VI I I 3 +35 I 2.1985 16.57 1 Q V I I 3 +40 2.3196 17.58 1 Q V I I 3 +45 2.4478 18.63 I Q IV I' I 1 I 3 +50 2.5821 19.50 1 Q IV I I I 3 +55 2.7233 20.50 I QI V I 4+ 0 2.8709 21.36 I QI V I 1 I 4+ 5 3.0244 22.37 I QI V I 1 I 4 +10 3.1903 29.09 I Q V I I 4 +15 3.3688 25.91 I IQ V I I I 4 +20 3.5601 27.78 I I Q V I I 4 +25 3.7643 29.65 ' I I 'Q V I I 4 +30 .3.9755 30.66 I I Q V I I 4 +35 4.1938 31.71 I I Q VI 4 +40 4.4291 33.43 I I Q V I 4 +45 4.6669 35.25 1 I Q IV 4 +50 4.9166 36.26 I I Q I V 1 4 +55 5.1736 37.31 I I Q I V I I 5+ 0 5.4424 39.03 I 1 Q I V I 5+ 5 5.7474 44 -29 I I QI V I I 5 +10 6.1116 52.88 I I 11 Q V 5 +15 6.5270 60.32 1 I I Q V1 5 +20 6.9837 66..30 1 I 1 QIV 5 +25 7.4913 73 1 I' -71 1 I I Q V 5 +30 8.0844 86:11 I. I I I V Q 5 +35. 8.5156 62.62 1 I ( Q I V 5 +40 8.6888 25.15 I IQ I VI 5 +45 8.7538 9.44 I Q I I I VI 5 +50 8.7746 3.02 IQ 1 VI 5 +55 8.7824 1.12 Q VI 6+ 0 8.7863 0.56 Q I VI 6+ 5 8.7879. 0.23 Q. I V1 6 +10 8.7881 0.04 Q I I I VI 6 +15 8.7882 0.01 Q 1 1 V i 1 67 5.58 0.27 0.128 0.224 0.115 0.01 68 ..5.67 0:27 0.128 0.223 0.115 0.01 ? 69 5.75 0.27 0.128 0.222 0.115 0.01 70 5.83 0.27 0.128 0.221 0.115 0.01 71 5.92 0.27 0.128 0.220 0.115 0.01 72 6.00 0.27 0.128 0.219 0.115 0.01 73 6.08 .0.30 0.199 0.218 0.130 0.01 74 6.17 0.30 0.149 0.217 0.130 0.01 75 6.25 0.30 0.144 0.216 0.130 0.01 76 6.33 0.30 0.144 0.215. 0.130 0.01 77 6.42 0.30 0.144 0.214 0.130 0.01 78 6.50 0.30 0.144 0.213 0.130 0.01 79 6.58 0.33 0..160 0.212 0.14'9 0.02 80 6:67 0.33 0.160 0.211 0.144 0.02 81 6.75 0.33 0.160 0.210 0.144 0.02 82 6.83 0.33 '0.160 0.210 0.144 0.02 83 6.92 0.33 0.160 0.209 0.144 0.02 84 7.00 0.33 0.160 0.208 0.144 0.02 85 7.08 0.33 0.160 0.207 0.1.94 0.02 86 7.17 0.33 0.160 0.206 0.199 . 0.02 87 7.25 0.33 0.160 0.205 0.144 0.02 r 88 7.33 0.37 0.176 0.204 0.158 0.02 - 89 7.42 -0..37 0.176 0.203 0.158 0.02 90 7.50 0:37 0.176 0.202 0.158 0.02 91 7.58 0.40 0.192 0.201 0.173 0.02 92 7.67 0.40 0.192 0.200 0.173 0.02 93 7.75 0.90 0.192 0.199 0.173 0.02 94 7.83 0.43 0.208 0.198 - -- 0.01 95 7.92 0.43 0.208 0.197 - -- 0.01 96 8.00 0.43 0.208 0.196 - -- 0.01 97 8.08 0.50 0.240 0.196 - -- 0.04 98 8.17 0.50 0.240 0.195 - -- 0.05 99 8.25 0.50 0.240 0.194. - -- 0.05 100 8.33 0.50 0.240 0.193 - -- 0.05 101 8.42 0.50 0.240 0.192 - -- 0.05 102 8.50 0.50 0.240 0.191 - - -. 0.05 103 8.58 0.53 0.256 0.190 - -- 0.07 104 .8.67 0.53 0.256 0.189 - -- 0.07 + 105 8.75 0.53 0.256 0.188 - -- 0.07. 106 8.83 0.57 0.272 0.187' - -- 0.08 107 8.92 0.57 0.272 0.187 .0.09 108 9.00 0.57 0.272 0.186 - -- 0.09 109 9.08 0.63 0.304 0.185 - -- 0.12 110. 9.17 0.63 0.304 0.184 - -- 0.12 i 111 •9.25 0.63 0.304 0.183 - -- 0.12 112 9.33 0.67 0.320 0.182 - -- 0.14 113 9.42 0..67 0.320 0.181 - -- 0.19 114 9.50 0.67 0.320 0.180 - -- 0.14 115 9.58 0.70 0.336 0.180 - -- 0.16 116 9.67 0.70 0.336 0.179 - -- 0.16 117 9.75 0..70 0.336 0.178 - -- 0.16 118 9.83 0.73 0.352 0.177 - -- 0.17 119 9.92 0.73 0.352 0.176 0.18 120 10.00 0.73 0.352 0.175 - -- 0.18 ' 121 10.08 0.50 0.240 0.174 - -- 0.07 122 10.17 0.50 0.290 0.174 - -- 0.07 123 10.25 0.50 0.240 0.173 - -- 0.07 r 124 10.33 0.50 0.240 0.172 - -- 0.07 125 10.42 0.50 0.240 0.171. - -- 0.07 126 10.50 0.50 0.240 0.170 0.07 127 10.58 0.67. 0.320 0.169 - -- 0.15 I 250 20.83 0.07 0.032 0.092 0.029 0.00 251 20.92 0.07 0.032 0.092 0.029 0.00 252 21.00 0.07 0.032 0.092 0.029 0.00 253 21.08 0.10 0.048 0.091 0.043 0.00 254 21.17 0.10 0.048 0.091 0.043 0.00 .255 21.25 0.10 0.048 0.091 0.043 0.00 256 21.33 0.07 0.032 0.090. 0.029 0.00 257' 21.42 0.07 0.032 0.090 0.029 0.00 258 .21.50 0'.07 0.032 0.090 0.029 0.00 259 21.58 0.10 0.048 0.089 0.043 0.00 260 21.67 0.10 0.048 0.089 0.043 0.00 261 21.75 0.10 0.048 0.089 0.043 0.00 262 21.83 0.07 0.032 0.088 0.029 0.00 263 21.92 0.07 0.032 0.088 0.029 0.00 264 22.00 0.07 0.032 0:088 0.029 0.00 265 22.08 0.10 0.048 0.087 0.043 0.00 266 22.17 0:10 0.048 0.087 0.043 0.00 267 22.25 0.10 .0.048 0.087 0.043 0.00 268 22.33 0.07 0.032 0.087 0.029 0.00 269 22.42 0.07 0.032 0.086 0.029 0.00 270 22.50 0.07 0.032 0.086 0.029 0.00 271 22.58 0.07 0.032. 0.086 0.029 0.00 272 22.67 0.07 0.032 0.086 0.029 0.00 273 22.75 0.07 0.032 0.085 0.029 0.00 274 22.83 0.07 0.032 0.085 0.029 0.00 275 22.92 0.07 0.032 0.085 0.029 0.00 276 23.00 0.07 0.032 0.085 0.029 0.00 277 23.08 0.07 0.032 0.084 0.029 0.00 278 23.17 0.07 0.032 0.084 0.029 0.00 279 23.25 0.07 0.032 0.084 0.029 0.00 280 23.33 0.07 0.032 0.084 0.029 0.00 281 23.42 0.07 0.032 0.084 0.029 0.00 282 23.50 0.07 0.032 0.084 .0.029 0.00 283 23.58 0.07 0.032 0.083 0.029 0.00 284 .23.67 0.07 .0.032 0.083 0.029 0.00. 285 23.75 0.07 0.032 .0.083 0.029 0.00 286 23.83 0.07 0.032 0.083 0.029 0.00 287 23.92 0.07 0.032 0.083 0.029 0.00 288 24.00 0.07 0.032 0.083 0.029' 0.00 Sum = 100.0 Sum = 19.9 Flood volume = Effective rainfall 1.66(In) times area 49.8(Ac.) /[(In) /(Ft.)) _ .6.9(Ac.Ft) Total soil loss .= 2.34 (In) Total soil loss = 9..705(Ac.Ft) Total rainfall .4.00(In) Flood volume = 300437..8 Cubic Feet.' eet . Total ---- - - soil loss - - -- - - = 422762.1 Cubic - - - - -- --------------- Feet ---------------- - - - - -- ( I ` \ U )CI flow rate of this hydrograph = 20.155(CFS) -Peak ---------------------------------------------------- �� ++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ +ate ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------ Hydrograph in 5 Minute intervals ((CFS)) - - - - -- Time(h +m) Volume Ac.Ft Q(CFS.)• 0 7.5 15.0 22.5 I 30:0 i ----------------------------------------------------------------- 0+ 5 I 0.0005 0.07 - - - - -- Q I I I 0 +10 0.0015 0.14 Q I I I 0 +15 ' I 0.0026 0.16 Q_ 0 +20 0.0039 0.20 Q I I I 0 +25 0.0055 0.23 Q 0 +30 0.0072. 0.24 Q I I 0 +35 1 0.0089 0.24 Q I I I i 0 +40 .I 0.0105 0.24 Q I I I 0 +45 I 0.0122 0.24 Q I I I 0 +50 0.0141 0.28 Q I I I 0 +55 0.0162 0.31 Q I I I 1+ 0 0.0184 0.32 Q 1+ 5 I 0.0204 0.28 Q I I I 1 +10 I 0.0221 0.25 Q I I f 1 +15 0'.0238 0.24 Q I •1 +20 0.0255 0.24 Q I I I 1 +25 I 0.0.271 0.24 Q I ! 1 +30 0.0288 0.24 Q I I I 1 +35. 0.0304 0.24 Q 1 1 +40 I 0.0321 0.24 Q I i 1 +45 0.0338 0.24 Q I I I 1 +50 0.0357 0.28. Q I I I 1 +.55 0.0378 0.31 Q I f I 2 +.0 0.0400 0.32 Q I 2+ 5 I 0.0422 0.32 Q I I 2 +10 0.0445 0.32 Q I I I I 2 +15 0.0467 0.32 Q I I I 2 +20 t 0.0489 0.32 Q I I 2 +25 I 0.0511 0.32 2 +30 0.0533 0.32 Q 2 +35 I' 0.0558 0.36 Q I ! I 2 +40 0.0585 0.39 Q 2 +45 0.0612 0.40 2 +50 0.0640 0.40 Q I I I 2 +55 0.0668 0.40 Q I I I 3+ 0 I • 0.0695 0.40 Q I I I 3+ 5 I 0.0723 0.40 3 +10 0.0751 0.40 Q I I I 3 +15 I 0.0778 0.40 Q 3 +20 0.0806 0.40 Q f I I 3 +25 1 0.0834 0.40 3 +30 0.0862 0.40 Q 3 +35 I 0.0889 0.40 Q f 3 +40 I 0.0917 0.40 Q I I I 3 +45 0.0945 0.40 Q 3 +50 I 0.0975 0.44 Q I I I 3 +55 0.1007 0.47 Q 9+ 0 I 0.1040 0.48 Q 4+ 5 0.1074 0.48 Q I I I 4 +10 f 0.1107 0..48 Q I I I 4 +15 0.1140 0.48 Q I I I 4 +20 0.1176 0.52 Q I I I 4 +25 0.1214 0.55 Q I I I 4 +30 I 0.1253 0.56 Q I I 9 +35 I 0.1291 0.56 Q I I 4 +40 I 0.1330 0.56 Q I I I 4 +95 0.1369 0.56 Q I I I 4 +50 0.3410 0.60 Q I I 4 +55 0.1454 0.63 Q I I I I 5+ 0 0.14.98 0.64 Q I I I 5+ 5 I 0.1537 0.57 Q I I I 5 +10 0.1571 0.50 Q 5 +15 I 0.1605 .0.49 Q I I I 5 +20 I 0.1641 0.52 Q I I I 5 +25 I 0.1679 0.55 Q I I I 5 +30 I 0.1717 0.56 Q I I I 5 +35 0.1759 0.60 QV I I I 5 +40 0.1802 0.63 QV 5 +45 0.1847 0.64 QV I I I 5 +50 0.1891 0.64 QV I I I 5 +55 I 0.1935 0.64 QV I I I 6+ 0 0.1979 0.64 QV 6+ 5 0.2026 0.68 QV I I I 6 +10 I 0.2075 0.72 QV 6 +15 0.2125 0.72 QV I I I 6 +20 I 0.2175 0.72 QV I I I 6 +25 I 0.2225 0.72 QV I I I 6 +30 0.2275 0.72 QV 6 +35 0.2327. 0.76 IQ 6 +40 I 0.2382 0.80 IQ I I I 6 +45 I 0.2437 0.80 IQ I I I 6 +50 0.2492 0.80 IQ I I I 6 +55 I 0.2548 0.80 IQ I I I 7+ 0 I 0.2603 0.80 IQ 7+ 5 I 0.2658 0.80 IQ 7 +10 I 0.2714 0.80 IQ I I I 7 +15 I 0.2769 0.80 IQ I 7 +20 I 0.2827 0.84 IQ I I I 7 +25 0.2887 0.88 IQ I I I 7 +30 0.2948. 0.88 IQ I I I 7 +35 i 6.3011 0.92 IQ I 7 +40 0.3077 0.96 IQ I I I 7 +45 0.3143 0.96 IQ I I 1 7 +50 0.3195 0.74 QV I I I 7 +55 I 0.3233 0.56 QV I 8+ 0 0.3272 0.56 QV I I I 8+ 5 I 0.3363 1.33 IQ I I I 8 +10 I 0.3507 2.08 1 Q I I I 8 +15 0.3662 2.25 I VQ I I I 8 +20 0.3823 2.34 I VQ 1 1 8 +25 0.3987 2.38 I VQ I I I 8 +30 0.4154 2.43 I VQ I I I 8 +35 0.350 2.84 1 VQ I I I 8 +40 I 0.4573 3.24 I V Q "I I I 8 +45 0.804 3.35 I V Q I I I 8 +50 I 0.5064 3.78 I V Q I I I 8 +55 1 0.5352 4.18 1 V Q I I 9+ 0 0.5647 4.28 I V Q I I I 9+ 5 I 0.5997 5.09 I V Q I I I 9 +10 I 0.6400 5.84 I V Q I I I 9 +15 I 0.6813 6.01 I V Q I I I 9 +20 0.7258 .6.46 1 V Q I I I 9 +25 0.7730 6.85 I V Ql' f 9 +30 I 0..8209 6.96 1 V Q I I 9 +35 I 0.8718 7.39 I V Q ( I 9 +40 0.9254 7.79 I V Q I I 9 +45 I 0.9798 7.89 I V Q I I 9 +50 I 1.0371 8.32 1 V IQ I I 9 +55 1.0972 8.72 I V IQ i I 10+ 0 1.1580 8.83 I V I Q I I 'r I 10+ 5 i 1.2014 6.30 1 V Q I I I 1 10 +10 .1 1.2281 3.87 I Q V 1 I I 10 +15 1.2520 3.48 I Q V I I I 10 +20 1.2754 3.3.9 I Q V 1 I I 10 +25 I 1.2990 3.43 1 Q V I I I 10 +30 1.3229 3.47 1 Q V 1 I I 10 +35 1 1.3599 5.36 1 Q 10 +40 I 1.4092 7.17 1 VQI I I 10 +45 1.4610 7.52 1 V Q I I 10 +50 I. 1.5138 7.66 1 V Q I 1 r 10 +55 1.5668 7.70 1 VQ I I I 11+ 0 I 1.6201 7.74 1 VQ 1 I 11+ 5 i 1.6712 7.41 1 Q I I 11 +10 1. 1.7201 7.10 1 Q 11 +15 1.7688 7.08 I QV. 1 11 +20 1.8177 7.10 1 QV l 11 +25 1.8669 7.14 1 QV I' 11 +30 I 1.9163 7.18 1 QIV I i .11 +35 1 1.9610 6.48 1 Q IV 11 +40 I 2..0010 5.82 1 Q IV I I 11 +45 I. 2.0405 5.73 1 Q IV I I 11 +50 I 2.0825 •6.10 1 Q I V. I 11 +55 2.1272 6.49 1 Q I V I I 12+ 0 i' 2.1727 6.60 1 Q I V I I 12+ 5 1 2.2363 9.24 I I Q f 12 +10 2.3172 11.75 1 1 V Q 1 12 +15 2.4014 12.22 1 1 V Q I I 12 +20 I 2.4893 12.77 I I V Q 1 t 12 +25 2.5799 13.16 I I V Q I I i i } r 12 +30• I 2.6712 13.26 I I V'Q I I 12 +35 2.7680 14.05 I I V Q I I 12 +40 2.8699 .14.80 1 I V QI. I 12 +45 2.9730 14.96 I I V QI I 12 +50 I 3.0791 15.41' I I V .Q 1 12 +55 I 3.1878 15.80 ( I V IQ I 13+ 0 3.2973 15.90 I I VI.Q I 13+ 5 I 3.4199 17.80 I I VI Q I 13 +10 I 3.5549 19.60 1 I V Q I 13 +15 i' 3.6923 19.95 I I IV Q I 13 +20 3.8306 20.08 I I I V Q I 13 +25 3. 969 1 20.12 I I 1 V Q I 13 +30 4.1079 20.15 I I I V Q I 13 +35 4.2190 16.13 I I IQ V I 13 +40 4'.3036 12.28 I I Q I V. 13 +45 4.3838 11.64 I I Q I V I 13 +50 1 4.4627 11.46 I I Q I V 13 +55 4.5419 11.50 I I Q I V I 14+ 0 I 4.6213 11.53 I I Q I V I 14+ 5 I 4.7111 13.04 I. I Q I V I 14 +10 I 4.8109 14.49 I I QI V I 14 +15 4.9127 14.78 I I QI V I 14 +20 I 5.0127 14.52 I' I QI VI 14 +25 •5.1105 14.20 ( I Q I VI 14 +30 5.2081 14.17 I I Q I V 14 +35 5.3058 14.19 I I Q I V 14 +40 5..4037 14.22 I I Q I IV. 14 +45 5.5019 14.26 I I QI IV 14 +50 5.5978 13.92 I I Q I I V 14 +55 I 5.6915 13.60 I I Q I I V 15+ 0 5.7849 13.57 1 I Q I I V 15+ 5 5.8760 13.22 I I Q I I V V V V V V V V V V V V 15 +10 5.9648 12.90 I I Q I I 15 +15 6.0534 12.87 ( I Q I I 15 +20 6.1396 12.51 I I Q I i 15 +25 6.2236 12.19 I I Q I I 15 +30 6.3074 12.16 I I Q I. I 15 +35 6.3811 10.70 I I Q ! I 15 +40 6.4453 9.32 I I Q I I 15 +45 6.5080 9.10 I I. Q I I 15 +50 6.5704 9.06 I, I Q I I I. 15 +55 6.6330 9.09 i ( Q I. I I. 16+ 0 6.6958 9.12 I I Q I 16 +.5 6.7309 5.09 I VI 16 +10 6.7392 1.21 IQ I I I VI 16 +15 6.7429 0.53 Q VI 16 +20 6.7451 0.32 Q I I I VI 16 +25, 6.7473 0.32 Q I I VI 16 +30 6.7495 0.32 Q VI 16 +35 6.7515 0.28 Q I I VI 16 +40 6.7532 0.25 Q I I I VI 16 +45 6.7549 0.24 Q I I I VI 16 +50 6.7565 0.24 Q VI 16 +55 6.7582 0.24 Q I I I VI 17+ 0 6.7599 0.24 Q I wI 17+ 5 6.7620 0.31 Q VI 17 +10 6.7647 0.39 Q I I I VI 17 +15 6.7674 0.40 Q VI 17 +20 6.7702 0.40 Q VI 17 +25 6.7730 0.40 Q I I I VI 17 +30 6.7757 0.40 Q I I I VI 17 +35 6.7785 0.40 Q I I { VI V V V V V V V V V V V 17 +40 6.7813 0.40 Q I I I VI 17 +45 6.7840 0.40 Q vl 17 +50' 6.7865 0.36 Q I I I VI 17 +55 6.7888 0.33 Q I I VI 18+ 0 6.7910 0.32 .Q 1 I I VI 18+ 5 6.7932 0.32 Q I I I VI 18 +10 6.7955 0.32 Q I I I VI 18 +15 6.7977 0.32 Q I I I VI 18 +20 6.7999 0.32 Q I I I VI 18 ±25 6.8021 0.32 Q I I I vi 18 +30 6..8043 0.32 Q I I VI 18 +35 6.8063 0.28 Q I I I VI 18 +40 6.8080 0.25 Q I I VI 18 +45 6.8097 0.24 Q. VI 18 +50 6. 8111 0.20 Q I I I VI 18 +55 6.8122 0.17. Q I I' VI 19 +.0 6.8134 0.16 Q. I I VI 19+ 5 6.8147 0.20 Q I I I VI 19 +10 6.8163 0.23 Q I I I VI 19 +15 6.8180 0.24 Q f VI 19 +20 6.8199 0.28 Q VI 19 +25 6.8220 0.31 Q I VI 19 +30 6.8242 0.32 Q I I I VI 19 +35 6.8262 0.28 Q I vl 19 +40 .6.8279 0.25 Q I I I vl. 19 +45 6.8296 0.29 Q I I I VI 19 +50 6.8310 0.20' Q I I I vl 19 +55 6.8322 0.17 Q I I VI 20+ 0 6.8333 0.16. Q I I VI 20+ 5 6.8346 0.20 Q I I I VI 20 +10 6.8362 0.23 Q I I I vl 20 +15 6.8379 0.24 Q ( I I VI 20 +20 6.8395 0.24 Q I I I VI 20 +25 6.8412 0.24 Q ( I I VI • 20 +30 6. 8429 0.24 Q I t 1 1 VI ' 20 +35 6.8445 0.24 Q I I 1 V1 20 +40 6.8462 0.24 Q vl 20 +45 6.8478 0.24 Q I I I VI 20 +50. 6.8493 0.20 Q I I I VI 20 +55 6.8504. 0.17 Q V( 21+ 0 6.8515 0.16 Q I I 1 vI 21+ 5 6.8529 0.20 Q I I I VI 21 +10 6.8545 0.23 Q I I 1 ui 21 +15 6.8562 0.24 Q I I V1 21 +20 6.8576 0.20 Q I I I VI . 21 +25 6.8587 0.17 Q vl 21 +30 6.8598 0.16 Q I I I V1 21 +35 6.8612 0.20 Q vl 21 +40 6.8628 0.23 Q VI 21 +45 6.8645 0.24 Q VI 21 +50 6:8659 0.20 Q V-1 21 +55 6.8670 0.17 Q I I I VI 22+ 0 6.8681 0.16 Q I I I VI 22+ 5 6.8695 0.20 Q I I I VI 22 +10 6.8711 0.23 . Q I I I VI 22 +15 6.8728 0.24 Q I 1 1 VI 22 +20 6.8742 0.20 Q I I I VI 22 +25 6.8753 0.17 Q I I I v' I 22 +30 6.8764 0.16 Q I I I vi- 22+35 6.8775 0.16 Q I I I VI 22 +40 6.8787 0.16 Q V1 22 +45 6.8798 0. 16 Q VI 22 +50. 6.8809 0.16 Q I I VI I 22 +55 6.8820 0.16 Q VI 23+ 0 6.8831 0.16 Q VI 23+ 5 6.8842 0.16 Q VI 23 +10 6.8853 ' 0.16 Q VI 23 +15 6.8864 0.16 Q I VI 23 +20 6.8875 0.16 Q VI 23 +25 6.8886 0.16 Q VI 23 +30 6.8897 0.16 Q VI 23 +35 6.8908 0.16 Q ( I VI I 23 +40 6.8919 0.16 Q I I VI 23 +45 6.8930 0.16 Q VI 23 +50 6.8942 0.16 Q VI 23 +55 6.8953 0.16 Q I VI 24+ 0 6.8964 0.16 Q I VI 24+ 5 6.8970 0..09 Q I I vl 24 +10 6.8971 0.02 Q I I vl I 24 +15, 6.8971 0.00' VI. -------------------------------------- - - - - -- I U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 12/28/07 File: 5150B1100.out +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------------ English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------------ 5150 WATERSHED B ----------------------------------------------------------------- Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 30.10(Ac.) _ 0.047 Sq. Mi. Length along longest watercourse = 1372.70(Ft.) Length along longest watercourse measured to centroid = 339.32 (Ft.) Length along longest watercourse = 0.260 Mi. Length along longest watercourse measured to centroid = 0.064 Mi. Difference in elevation = 10.60(Ft.) Slope along watercourse = 40.7722 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.26 Min. 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2) 0.00 0.60 0.00 5 30.10 0.01 100 YEAR Area rainfall data: 0.30 Area(Ac.)[1]. Rainfall(In)[2] Weighting[1 *2] 30.10 2.00 60.20 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.010(In) Area Averaged 100 -Year Rainfall = 2.000(In) Point rain (area averaged) = 2.000(In) Areal adjustment factor = 99.97 % Adjusted average point rain = 1.999(In) i Sub -Area Data: Area(Ac.) Runoff Index Impervious % 30.101 56.00 0.750 Total Area Entered = 30.10(Ac.) RI RI •.Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec..) (In /Hr) 0.166 56.0 56.0 0.511 0.750 0.166 1.000 0.166 Sum (F) Area averaged mean Soil loss (F) (In /Hr) = 0.166 Minimum soil loss rate ((In /Hr)) = 0.083 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 Slope of intensity- duration curve for a.l hour storm = 0.5800 ------------------------------------------------------------ - - - - -- U n i t H y d r o g r a p'h DESERT S -Curve Unit --------------------7--------------------------------------------- Hydrograph Data. Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ------------------------------------------------------------------ Graph % (CFS) 1 0..083 221.706 45.877 13.917 2 0.167 443.411 44.006 13.350 3 0.250 665.117 7.715 2.340 4 0.333 886.823 2.402 0.729 Sum =-100.000 Sum= 30.336 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60. 0.864 0.166 - -- 0.70 2 0.17 4.20 1.008 0.166 - -- 0.84 3 0.25 4.40 1.056 0.166 - -- 0.89 4 0.33 4.60 1.104 0.166 0.94 5 0.42 '6 5.00 1.200 0.166 - -- 1.03 0.50 5.60 1.344 0.166 - -- 1.18 7 0.58 6.40 1..536 0.166 - -- 1.37 8 0.67 8.10 1.943 0.166 - -- 1.78 9 0.75 13.10 3.143 0.166 - -- 2.98 10 0.83 34.50 8.278 0.166 - -- 8.11 11 0.92 6.70_ 1.608 0.166 - -- 1.44 12 1.00 3.80 0.912 0.166 - -- 0.75 Sum = 100.0 Sum = 22.0 Flood volume = Effective rainfall 1.83(In) times area 30.1(Ac.) /[(In) /(Ft.)) = 4.6(Ac.Ft) Total soil loss = 0.17(In) Total soil loss = 0.416(Ac.Ft) Total rainfall = 2.00(In) Flood volume = 200334.3 Cubic Feet Total soil loss = 18139.4 Cubic Feet Peak ------------------------------------------------------------------ flow rate of this hydrograph = 157.878(CFS) ++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +. ++ 1- H 0 U R S T 0 R M R u n o f f H y d r o g r a p h i --------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) Time('h +m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 0+ 5 0.0669 -------------------------------------- 9:72 VQ I I I 0 +10 I 0.2118 21.04 IV Q I I I 0 +15 1 0.3858 25.27 I V Q I 0 +20 1. 0.5747 27.42 1 VQ I I I 0 +25 I 0.7786 29.61 1 QV I I I .0 +30 1• 1.0062 33.05 1 Q V ' 0 +35 I 1.2673 37:90 I Q IV I 0 +40 1 1.5879 46.55 ( QI .V I I 0 +45 I 2.0649 69.26 I 1 Q V I I 0 +50 I 3.1522 157.88 ( 1 1 V IQ 0 +55 4:0936 136.69, 'i 1 I Q I V 1+ 0 4.4435 50.80 I Q I I V 1± 5 4.5760 19.25 I Q I I I 1 +10 4.5953 2.80 Q I I I VI 1 +15 4.5990 0.54 Q I I I V i----------------------------------------------------------------- - - - - -- U. n i t • H y d r o g r. a p h A n a 1 y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 _ 2004, Version 7.0 Study date 12/28/07 File: 5150B3100.0ut +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual.date - April 1978 Program License Serial Number 6090 ------------------------------------------------------------=-- English.(in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 5150 WATERSHED B ----------------------------------------------------------------- Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 30.10(Ac.) _ 0.047 Sq. Mi. Length along longest watercourse = 1372.70(Ft.) (Ft.) Length along longest watercourse measured to centroid = 339.32 Length along longest watercourse = 0.260 Mi. Length along longe Mi. st watercourse measured to centroid = 0.064 Difference in elevation = 10.60(Ft.) Slope along watercourse = 40.7722 Ft. /Mi. Average Manning's 'N' = 0.015. Lag time = 0.038 Hr. Lag time = 2.26 Min. 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) 'User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 30.10 1.00 30.10 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2], Weighting[1 -2] 30.10 2.60 78.26 STORM EVENT (YEAR) = 100.00 Area.Averaged 2 -Year Rainfall = 14 00(In) Area Averaged 100 -Year Rainfall = 2.600(In) Point rain (area averaged) = 2.600(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.600(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % . 30,101 56.00 0.750 Total Area Entered = .30.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.750 0.166 1.000 .0.166 0.166 Sum (F) _ Area averaged mean soil loss ,(F) (In /Hr) = 0.166 Minimum soil loss rate ((In /Hr)) = 0.083 (for 24 hour storm duration) ,Soil low loss rate (decimal) = --------------------------------------------------------------- 0.900 U n i t H y d r o g r a p h DESERT S -Curve -----------------------------------------7-------------------- Unit Hydrograph Data Unit time period Time .% of lag Distribution Unit Hydrograph (hrs) -----------------------------------------------=--------------- Graph % (CFS) 1 0.083 221.706 45.877 13.917 2 0.167 493.411 44.006 13.350 3 0.250 665.117 7.715 2.340 4 0.333 886.823 2.402 0.729 ------------------------------------------------------------------ Sum = 100.000 Sum= 30.336 Unit Time Pattern Storm Rain' Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.406 0.166 - -- 0.24 2 0.17 1.30 0.406 0.166 - -- 0.24 3 0.25 1.10 0.,343 0.166 - -- 0.18 4 0.33 1.50 0.468 0.166 - -- 0.30 5 0.42 1:50 0.968 0.166 - -- 0.30 6 0.50 1.80 0.562 0.166 - -- 0.40 7 0.58 1.50 0.468 0.166 - -- 0.30 8 0.67 1.80 0.562 0.166 - -- 0.40 9 0.75 1.80 0.562 0.166 - -- 0.40 10 0.83 1.50 0.468 0.166 - -- 0.30 11 0.92 1.60 0.499 0.166 - -- 0.33 12 1.00 1.80 0.562 0.166 - -- 0.40 13 1.08 2.20 0.686 0.166 - -- 0.52 14 1.17 .2.20 0.686 0.166 - -- 0.52 15 1.25 2.20 0.686 0.166 - -- 0.52 16 1.33 2.00 0.624 0.166 - -- 0.46 17 1.42 2.60 0.811 0.166 - -- 0.65 18 1.50 2.70 0.842 0.166 - -- 0.68 19 1.58 2.40 0.749 0.166 - -- 0.58 20 1.67 2.70 0.842 0.166 - -- 0.68 21 1.75 3.30 1.029 0:166 - -- 0.86 22 1.83 3.10 0.967 0.166 - -- 0.80• 23 1.92 2.90 0.905 0.166 - -- 0,74 24 2.00 3.00 0.936 0.166 - -- 0,77 25 2.08 3.10 0.967 0.166 - -- 0.80 26 2.17 4.20 1.310 0.166 - -- 1.14'. 27 2.25 5.00 1.560 0.166 - -- 1.39. 28 2.33 3.50 1.092 0.166 - -- 0.93 29 2.42 6.80 2.121 0.166 - -- 1.96.. 30 2.50 7.30 2.277 0.166 - -- .2.11: 31 2.58 8.20 2.558 0.166 - -- 2.39, 32 2.67 5.90 1.891 0.166 - -- 1.67 33 2.75 2.00 '0.624 0.166 - -- 0.46 6 34 2.83 1.80 0.562 0.166 - -- 0.4 35 2.92. .1.80 0.562 0.166 - -- 0.40 36 3.00. 0.60 0.187 0.166 - -- 0.02 Sum = 100.0 Sum = 25.2 Flood volume = Effective rainfall 2.10(In) times area 30.1(Ac.) /[(In) /.(Ft.)) = 5.3(Ac.Ft). Total.soil loss.= 0.50(In) Total soil loss = 1.249(Ac.Ft). Total rainfall = 2.60(In) Flood volume = 229637.8 Cubic Feet Total ------------------------------------------------------------ soil loss = 54418.1 Cubic Feet - - - - -- Peak flow rate of this hydrograph = 66.762(CFS) ------------------------------------------------------------ - - - - -- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T 0 R M R u n o f f H y d r o g r a p h ------------------------------------------------------------ - - - - -- .Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------------------ - - - - -- Time(h +m) Volume Ac.Ft Q(CFS) 0 17.5 35.0 52.5" 70.0 -------------------7-7-------------------------=----------------------- 0+ 5 0.0230 3.34 VQ 0 +10 0.0680 6.53 V Q I i I 2 +45 5.0028 35.88 I I Q I V 2 +50 5.1218 17.29 I QI ( I V 2 +55 5.2119 13.08 I Q I I i VI ' 3+ 0 5.2590 6.89 I Q I I I VI 3+ 5 5.2693 1.50 Q I I I VI 3 +10 5.2717 0.34 Q I I I VI 3 +15 5.2718 0.02 Q I ( I V --=-------------------------------------------------------------- - - - - -- i I 't U n i t H y d r o g r a p h A n a l y s i s 7.0 Copyright (c) CIVILCADD /CIVILDESIGN, 1989- 2004, Version • Study date 12/28/07 File: 5150B6100.0ut +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC.& WCD Manual date - April 1978 Program License Serial Number 6090 ------------------------------------------------- - - - - =- English (in -1b) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 5150 WATERSHED B Drainage Area = 30.10(Ac.) = 0.047 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 30.10(Ac:) _ 0.047 Sq. Mi. Length along longest watercourse = 1372.70(Ft.) } Length along longest watercourse measured to centroid = 339.32 (Ft.) Length along longest watercourse = 0.260 Mi. Length along longest watercourse measured to centroid = 0.064 Mi. Difference in elevation = 10.60(Ft.) i Slope along watercourse = 40.7722 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.038 Hr. Lag time = 2.26 Min. ` 25% of lag time = 0.56 Min. 40% of lag time = 0.90 Min. Unit time = 5:00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: i j Area(Ac.)[1] Rainfall(In")[2] Weighting[1 *2] 30.10 1.20 36.12 I i i t 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 30.10 3.10 93.31 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = .1.200(In) Area Averaged 100 -Year Rainfall = 3.100(In) Point rain (area averaged) = 3.100(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.100(Inj. Sub -Area Data: Area(Ac.) Runoff Index Impervious % 30.101 56.00 0.750 Total Area Entered = 30.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr). (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.750 0.166 1.000 0.166 Sum (F) _ 0.166 Area averaged mean soil loss (F)' (In /Hr) = 0.166 Minimum soil loss rate ((In /Hr)) = 0.083 (for 24 hour storm duration) _Soil low loss rate (decimal') = ---------------------------------------------- 0.900 - - - - -= U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------=---------------------- Unit Hydrograph Data ------------------------------------------------------------------ Unit time period Time % of lag Distribution Unit Hydrograph (hrs.) -------------------------------------------------=---------------- Graph % (CFS) 1 0.083 221.706 45.877 13.917 2 0.167 443.411 44.006 13.350 3 0.250 665.117 7.715 2.340 9 0.333 886.823 2.402 0.729 Sum = 100.000 Sum= 30.336 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.50 0.186 0.166 - -- 0.02 2 0.17 0.60 0.223 0.166 - -- 0.06 3 0.,25 0.60 0.223 0.166 - -- 0.06 4 0.33 0.60 0.223 0.166 - -- 0.06 5 0.42 0.60 0.223' 0.166 - -- 0.06 [ | ; i . . � 6 0'50 0'70 0'260 0.166 --- �'O9 7 . 0..58 0'70 0'260 0'166 --- 0'09 -| 8 0.67 ' O 7O ' 0 26O ' O l66 --- ' 0'09 / 9 0.75 0'70 0'260 0'166 --- 0'09 ' . 10 � . 83 _ O 70 _ 0 26O _ --- O l66 0'O9 ll 0'92 0'70 0.260 0'166 --- 0'09 _ � 12 1'00 0'80 0'298 0'166 --- 0'13 � 13 1'08 0'80 0'298 0'166 --- 0.l3 14 1'17 . O'8O 0'298 O'l66 --- 0'13 15 1.25 0'80 0'298 0'I66 --- 0'13 1.6 1.33 ' O 8O ' O 298 ' . --- O l66 0'13 17 1'42 0'80 0'298 0.166 --- 0`13 18. 1'50 0'80 0'298 0.'166 --- 0'13 / 19 1'58 0.80 ' 0 298 ' ' -_- O �66 Q. O l3 -- � 2O _ 1.67 . 0 8O' 0'.298 O �66 _� --- ` 0'13 � 21 1.75 0.80 0.298 0'166 --- 0`l3 22 1.83 0'80 0'�98 0'l66 --- 0.13 ' 23 l 92 ' 0 . 80 0 298 ' O l66 , --- 0.13 \ 24 2.00 ' O 9O ' 0 335 ' ' --- O l66 0 l7 ' � 25 . 2.08 . 0 80 0 298 ' � l-- v'-oo --- 0.13 26 2 l7 ' . 0 9O 0 �35 ' � '0.166 --- ' 0.17 ` 27 2'25 0'90 . 0'335 0'166 --- 0'l7 ' ! . 28 2 33 ' 0 9O ' O �35 ' 0 l66 ' --- 0'l7 / 29 2'42 0'90 0'335 0'166 --- 0.17 30 2,50 ' O 9O ' O 335 ' ' --- 0 l66 0'17 . 31 2'58 0.90 0'335 0.166 --- 0'17 ' 32 2'67 0`9O 0.335 0.166 --- 0.17 ^ 33 _ 2.75 l O0 . _ U ]72 _ --- 0 l66 0'21 34 2'83 l'OO 0'372 0.166 --- O 2l ' ! 35 2'92 1'00 0.372 0'166 --- 021 � 36 3.00'. ' l OO ' 0 372 ' ' --- 0 l66 0'2l' J7 3'08 I'O0 O'372 O'l66 --- 0.21 38 3'17 1'10 0'409 .0.166 --- 6.24 ! 39 3.25 l'lO. 0'409 0.I66 --- 024 40 3.33 l'lO 0'409 0'I66 --- 0.24 _! 41 3.42 1'20 0'446 0'I66 --- 0'28 ! 42 3.50 1'30 0'484 0'166 --- 0.32. ' 4� 3 58 ' l 4O ' 0 �2l ' . --- O l66 O'35 ' 44 3.67 1'40 0.521 0.166 --- 0'35 45 3'75 1'50 0.558 0.166 --- 0'39 46 3.83 I.50 0'558 0'166 --- 0'39 � 47 3 _ 92 I . 60 O _ 595 O 'l66 --- 0.43 { ' 48 4 . 00 l , 6O 0'595 0'156 --- 0''43 49 4'08 1.70 0'632 0'166 --- 0'47 ' 5O 4.11 . l 80 ' . 0 670 . --- 0 l66 0'50 / 51 4.25 ' 1'90 0.707 0.166 --- 0.54 l 52 4'3I 2_00 0.744 0166 --- 058 -53. 4.42 2.10 0.781 0'166 --- 0.62 � 54 4'5D 2'10 0.781 0.166 --- O` / 55 4'58 2'20 0.818 ' . O I66 --- O '62 65 ' � 56 '4`67 2'30 0'856 0'166 --- 0'69 57 4.75 2'40' 0'893 0'166 --- 0.73 58 4'83 2.40 0'893 0.166 --- 0.73 | 59 4'92 2'50 0.930 0.166 --- 0\.76 ^' 60 _ 5.00 2 . 6O O . 967 ' --- O l66 0'80 61 5'08 3.I0 1.153 0.166 --- 6.99 62 5.17 3.60 1.339 0.I66 --- 1.17 \ 63 5.25 3.90 1.451 0'166 --- 1'28 64 5'33 4'20 I'562 0.166 --- 1.40 65 5.42 4'70 1.748 0.166 --- 1'58 / \ 66 ` 5 . 50 5 . 6_ O 2 .083 0.I^66 l . 92 67 5.58 1.90 0.707 0.166. - -- 0.54 68 5.67 0.90 0.335 0.166 - -- 0.17 69 5.75 0.60 0.223 0.166 - -- 0.06 70 5.83 0.50 .0.186 0.166 - -- 0.02 71 5.92 0.30 0.112 0.166 0.100 0.01 72 6.00 0.20 0.074 0.166 0.067 0.01 Sum = 100.0 Sum = 25.4 Flood volume = Effective rainfall .2.12(In) times area 30.1(Ac.) /[(In) /(Ft.)] = 5.3(Ac.Ft) Total soil loss = 0.98(In) Total soil loss = 2.464(Ac.Ft) Total rainfall = 3.10(In) Flood volume = 231354.5 Cubic Feet Total ------------------------------------------------------=----------- soil loss = 107337.0 Cubic Feet Peak ------------------------------------------------------------ flow rate-of this hydrograph = 52.032(CFS) - - - - -- +++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M ------------- R.0 ------------------------------------------------------ n o f f H .y d r o g •r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------------------------------ Time(h+m) Volume Ac.Ft. Q(CFS) 0 15.0 30.0 45.0 60.0 --------------------------------------------------------------------- 0+ 5 I 0.0019 . 0.28 Q I ( I " 0 +10 I 0.0092 1:06 Q ( ( I 0 +15 0.0203 1.61 VQ I I I 0 +20 I 0.0321 1.71. VQ I I I 0 +25 0.0440 1.74 VQ 0 +30 I 0.0595 2.25. VQ I I I 0 +35 I 0.0785 2.75 VQ 0 +40 I 0.0980. 2.84 VQ I I I 0 +45 I . 0.1177 2.86 VQ, I I I 0 +50 I 0.1375 2.86 IQ 0 +55 I 0.1572 2.86 IQ I I 1+ 0 I 0.1805 3.38 IVQ I I I 1+ 5 0.2072 3.88 IVQ I I I I 1 1 +10 0.2345 3.97 IVQ I I I 1 +15 0.2620 3.99_ 1 V 1 1 +20 0.2895 3.99 1 Q I I 1 1 +25 I 0.3170 3.99 1 Q I I I 1 +30 0.3445 3.99 1 Q 1 I I 1 +35 I 0.3720 3.99 1 Q I I I 1 +40 0.3995 3.99 1 QV I I 1 1 +45 I 0.4270 3.99 1 QV I I 1 +50 0.4545 3.99 1 QV 1 I I 1 +55 I 0.4820 3.99 1 QV I I 1 2+ 0 1 0.5131 4.51 1 Q ( I I 2+ 5 I 0.5440 4.49 1 Q•V 1 I I 2 +10 i 0.5757 4.60 1 QV 2 +15 0.6103 5.03 I QV I I I 2 +20 0.6454 5.09 1 QV I I I 2 +25 0.6807 5.12 1 Q V I I 2 +30 I. 0.7160 5.12 1: Q V I 1 I 2 +35 I 0.7513 5.12 I Q V I I 1 2 +40 I 0.7865 5.12 1 Q V I I I 2 +45 0.8254 5.64 1 Q V I 2 +50. I 0.8676 6.14 1 Q V I I I 2 +55 I 0.9105 6.22 1 Q V I I 1 3+ 0 0.9536. 6.25 I Q V I 3+ 5. 0.9966 6.2.5 1 Q V I I 3 +10 1.0432 6.77 1 Q V I I 1 3 +15 I 1:0933 7.27 I Q V I I 1 ' 3 +20 1.1439 7.35 1 Q V I 3 +25 1.1983 7.90 1 Q VI 3 +30 1.2597 8.91 1 Q VI i I 3 +35 I 1.3286 10.01 1 Q V I 3 +40 1.4018 10.63 1.' Q V 3 +45 1.4794 11.26 1 Q IV I I a 3 +50 1.5605 11.78 I Q IV I I 3 +55 1.6458 12.39 I Q I V I I 1 4+ 0 1.7347 12.91 I Q I V I I 4+ 5 1.8278 13.52 I QI V I I • 1 4 +10 1.9281 14.56 I QI V ( I . I . 4 +15 2.0359 15.66 1 Q V I I I 4 +20 2.1515 16.79 I IQ V I I 4 +25 2.2749 17.92 I IQ V I I 4 +30 2.4025 18.53 I 1 Q V I I 4 +35 2.5345 19.16 I I Q VI I I 4 +40 2.6736 20.20 1 • I Q V 1 i 4 +45 2.8204 21.30 I 1 Q IV 1 4 +50 2.9713 21.92 1 1 Q I V I 4 +55 3.1266 22.55 I 1 Q I V 5+ 0 3.2890 23.59 I I Q I V 5+ 5 3.4734 26.76 1_ I Q I V 5 +10 3.6934 31.95 I I IQ V I 5 +15 3.9444 36.45 I I 1 Q VI ' I 5 +20 4.2204 40.07 1 I 1 Q IV 5 +25 4.5272 44.54 1 I 11 QI' V 5 +30 4.8855 52.03 I I I 1 Q V I 5 +35 5.1462 37.86 I I 1 Q I V r, 5 +40 5.2510 15.21 1 Q I VI 5 +45 5.2904 5.71 1 Q I I I VI 5 +50 5.3030 1.83 IQ VI 5 +55 5.3076 0.68 Q I I VI 6+ 0 5.3100 0.34 Q I I I VI 6+ 5 5.3110 0.14 Q ( I I VI 6 +10 5.3111 0.03 Q I I I VI r 6 +15 5.3112 0.01 Q I I I V - 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)(2) Weighting[1 *2] 30.10 4.00 120.40 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.200(In) Area Averaged 100 -Year Rainfall = 4.000(In) Point rain (area averaged.) = 4.000(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 4.000(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 30.101 56.00 0.750 Total Area Entered = 30.10(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.750 0.166 1.000 0.166 0.166 Sum .( F) _ Area averaged mean soil loss'(F) (In /Hr) = 0.166 Minimum soil loss rate ((In /Hr)) = 0.083 (for 24 . hour storm duration) Soil low loss rate (decimal) = 0.900• U n i t H y d r o g r a p h DESERT S -Curve -------------------------------------------=------=--------------- - Unit Hydrograph Data ---------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph .(hrs) Graph % (CFS) 1 0.083 221.706 45.877 13.917 2 0.167 443.411 44.006 13.350 3 0.250 665.117 7.715 2.340 9 0.333 886.823 2.402 0.729 Sum = 100.000 Sum= 30.336 Unit Time Pattern Storm Rain Loss rate(In. /Hr). Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 0.07 0.032 0.294 0.029 0.00 2 0.17 0.07 0.032 0.293 0.029 0.00 3 0.25 •0.07 0.032 0.292 0.029 .0.00 .4 0.33 0.10 0.048 0.291 0:043 0.00 5 0.42 0.10 0.048 0.290 .0.043 0.00 6' 0.50 0.10 0.048 0.289 0.043• 0.00 7 0.58 0.10 0..048 0.287 0.043 0.00 8 0.67 0.10 0.048 0.286 0.043 0.00 9 0.75 0.10 0.048 0.285 0.043 0.00 10. 0.83 0.13 0.064 0.284 0.058 0.01 11 0.92 0.13 0.064 0.283 0.058 0.01 12 1.•00 0.13 0.064 0.282 0.058 0.01 13 1.08 0.10 0.048 0.281 0.043 0.00 14 1.17 0.10 0.048 0.280 0.043 0.00 15 .1.25 0..10 0.048 0.279 0.043 0.00 16 1.33 0.10 0.048 0.277 0.043 0.00 17 1.42 0.10 0.048 0.276 0,.043 0.00 18 150 0.10 0.048 0.275 0.043 0.00 19 1.58. 0.10 0.048 0.274 0.043 0.00 20 1.67 0.10 0.048 0.273 0.043 0.00 21 1.75 0.10 0.048 0.272 0.043 0.00 22 1.83 0.13 0.064 0.271 0.058 0.01 23 1.92 0.13 0.064 0.270 0.058 0.01 24 2.00 0.13 0.064 0.269 0.058 0.01 25 2.08 0.13 0.064' 0.268 0.058 0.01 26 2.17 0.13 0.064 0.267 0.058 0.01 27 2.25 0.13 0.064 0.265 0.058 0.01 28 2.33 0.13 0.064 0.264 0.058 0.01 29 2.42 0.13 0.064 0.263 0.058 0.01 30 2.50 0.13 0.064 0.262 0.058 0.01 31 2.58 0.17 0.080 0.261 0.072 0.01 32. 2..67 0.17 0.080 0.260 0.072 33 2.75 0.17 0.080 0.259 0.072 .0.01 0.01 34 2.83 0.17 0.080 0.258 0.072 0.01 35 2.92 0.17 0.080 0.257 0.072 0.01 36 3.00 0.17 0.080 0.256 0.072 0.01 37 3.08 0'.17 0.080 0.255 0.072 0.01 38 3.17 0.17 0.080 0.254 0.072 0.01 39 3.25 0.17 0.080 0.253 0.072 0.01 40 3.33 0.17 0.080 0.252 0.072 0.01 41 3.42 0.17 0.080 0.251 0.072 0.01 42' 3.50 0:17 0.080 0.249 0.072 0.01 43 3.58 0.17 0.080 0.248 0.072 0.01 44 3.67 0.17 0.080 0.247 0.072 0:01 45 3.75 0.17 0.080 0.246 0.072' 0.01 46. 3.83 0.20 0.096 0.245 0.086 0.01 47 3.92 0.20 0.096 0.244 0.086 0.01 48 4.00 0.20 0.096 0.243 0.086 0.01 49 4.08 0.20 0.096 0.242 0.'086 0.01 50 4.17 0.20 0.096 0.241, 0.086 0.01 51 4.25 0.20 0.096 0.240 0..086 0.01 52 4.33 0:23 0.112 0.239 0.101 0.01 53 4.42 0.23 0.112 0.238 0.101 0:01 54 4.50 0.23 0.112 0.237 0.101 0.01 55 4.58 0.23 0.112 0.236 0.101 0.01 56 4.67 0.23 0.112 0.235 0.101 0.01 57 4.75 0.23 0.112 0.234 0.101 0.01 58 4.83 0.27 0.128 0.233 0.115 0.01 59 4.92 0.27 0.128 0.232 0.115 0.01 60 5.00 0.27 0..128 0.231 0.115 0.01 61 5.08 0.20 0.096 0.230 0.086 0.01 62 5.17 0.20 0..096 0.229 0.086 0.01 63 5.25' 0.20 0.096 0.228 0.086 0.01 64 5.33 0:.23 0.112 0.227 0.101 0.01 65 5.42 0-.23 0.112 0.226 0.101 0.01 66 5.50 0.23 0.112 0.225 0.101 0.01 67 5.58 0.27 0.128 0.224 0.115 0:01 68 5.67 0.27 0.128 0.223 0.115. 0.01 69 5.75 0.27 0.128 0.222 0.115 0.01 70 5.83 0.27 0.128 0.221 0.115 0.01 71 5.92 0.27 0..128 0..220 0.115 0.01 72 6.00 0.27 0.128 0.219 0.115 0.01 73 6.08 0.30 0.144 0.218 0.130 0.01 79 6.17 0.30 0.149 0.217 0.130 0.01 75 6.25 0.30 0.144 0.216 0.130 0.01 76 6.33 0.30 0.144 0.215 0.130 0.01 77 6.42 0.30 0.144 0.214 0.130 0.01 78 6.50 0.30 0.144 0.213 0.130 0.01 79 6.58 0.33 0.160 0.212 0.144. 0.02 80 6.67 0.33 0.160 0.211 0.144 0.02 81 6.75 0.33 0.160 0.210 0.144 0.02 82 6.83 0.33 0.160 0.210 0..144 0.02 83 6.92 0.33 0.160 0.209 0.144 0.02 .84 7.00 0.33 0.160 0.208 0.144 0.02 85 7.08 0.33 0..160 0.207 0.144 0.02 86 7.17 0.33 0.160 0.206 0.144 0.02 87 7.25 0.33 0.160 0.205 0..144 0.02 88 7.33 0.37.. 0.176 0.209 0.158 0.02 89 7.42 0.37 0.176 0.203 0.158 0.02 90 7.50 0.37 0.176 0.202 0.158 0.02 91 7.58 0.40 0.192 0.201 0.173 0.02 92 7.67 0.40 0.192 0.200 0.173 0.02 93 7.75 0.40 0.192 0.199 0.173 0.02 94 7.83 0.43 0.208 0.198 - -- 0.01 95 7.92 0.43 0.208 0.197 - -- 0.01 96 8.00 0.43 0.208 0.196 - -- 0.01 97 8.08 0.50 0.240 0.196 - -- 0.04 98 8.17 0.50 0.240 0.195 - -- 0.05 99 8.25 0.50 0.240 0.194 - -- 0'.05 100. 8.33 0.50 0.240 0.193 - -- 0.05 101 8.42 0.50 0.240 0.192 - -- 0.05 102 8.50 0.50 0.240 0.191 - -- 0.05 103 8.58.' 0.53 0.256 0.190. - -- 0.07 104 8.67 0.53 0.256 0.189 - -- 0.07 105 8.75 0.53 0.256 0.188 - -- 0.07 106 8.83 0.57 0.272 0.187 - -- 0.08 107 8.92 0.57 0.272 0.187 - -- 0.09 108 9.00 0.57 0.272. 0.186 - -- 0.09 109 9.08 0.63 0.304 0.185. - -- 0.12 110 9.17 0.63 0.309 0.184 - -- 0.12 ill 9.25 0.63 0.304 0.183 - -- 0.12' 112 9.33 0.67 0.320 0.182. - -- 0.14' 113 9.42 0.67 0.320 0.181 - -- 0.14 114 9.50 0.67 0.320 0.180 - -= 0.14 115 9.58 0.70 0..336 0.180 - -- 0.16 116 ' 9.67 0.70 0.336 0.179 0.16 117 9.75 0.70 0.336 0.178 - -- 0.16 118 9.83 0.73 0.352 0.177 - -- 0.17 119 9.92 0.73 0.352 0.176 - -- 0.18 120 10.00 0.73 0:352 0.175 - -- 0.18 121 10.0.8 0.50 0.240 0.174 - -- 0.07 12.2 10.17 0.50 0.290 0.174 - -- 0.07 123 10.25 0.50 0.240 0.173' - -- 0.07 124 10.33 0.50 0.240 0.172 - -- 0.07 125 10.42 0.50 0.240 0.171 - -- 0.07 126 10.50 0.50 0.240 0.170 - -- 0.07 127 10.58 0.67 0.320 0.169 - -- 0.15 t 128 10.67 0.67 0.320 0.169 - -- 0.15 129 10.75 0.67 0.320 0.168 - -- 0.15 130 10.83 0.67 0.320 0.167 - -- 0.15 131 10.92 0..67 0.320 .0.166 - -- 0.15 132 11.00 0.67 0.320 0.165 - -- 0.15 133 11.08 0.63 0.304 0.165 - -- 0.14 134 11.17 0.63 0.304 0.164 - -- 0.14 135 11.25 0.63 0.304 0.163 - -- 0.14 136 11.3.3 0.63 0.304 0.162 - -- 0.14 137 11.42 0.63 0.304 0.161 - -- 0..14 138 11.50 0.63 0.304 0.160 - -- 0.14 139 11.58 0.57 0.272 0.160 - -- 0.11 140 11.67 0.57 0.272 0.159 - -- 0.11 191 11.75 0.57 0.272 0.158 0.11 142 11.83 0.60 0.288 0.157 - -- 0.13 143 11.92 0.60 0.288 0.157 - -- 0.13 199 12.00 0.60 0.288 0.156 - -- 0.13 145 12.08 0:83 0.400 0.155 - -- 0.25 146 12.17 0.83 0.400 0.154 - -- 0.25 147 12.25 0.83 0.400 0.1.53 - -- 0.25 148 12.33 0.87 0.416 0.153 - -- 0.26 149 12.42 0.87 0.416 0.152 - -- 0.26 150 12.50 0.87 0.416 0.151 - -- 0.26 151 12.58 0 ..93 0.448 0.150 - -- 0.30 152 12.67 0.93 0..448 0.150 - -- 0.30 153 12.75 0.93 0.448 0.149 - -- 0.30 154 12.83 0.97 0.464 0.148 - -- .0.32 155. 12.92 0.97 0.464 0.147 - -- 0.32 156 13.00 0.97 0.464 0.147 - -- 0.32 157 13.08 1.13 0.544 0.146 - -- 0.90 158 13.17 1.13 0.544 0.145 - -- 0.40 159 13.25 1.13 0.544 0.144 - -- 0.40 160 13.33 1.13 0.544 0.144 - -- 0.40 161 13.42 1.13 0.599 0.143 - -- 0.40 162 13.50 1.13 0.549 .. 0.192 - -- 0.90 163 13.58 0.77 0.368 0.141 - -- 0.23 164 13:67 0.77 0.368 0.141 - -- 0.23 165 13.75 0.77 0:368 0.140 - -- 0.23 166 13.83 0.77 0.368 0.139 - -- 0.23 167 13.92 0.77 0.368 0.139 - -- 0.23 168 14.00 0.77 0.368 0.138 - -- 0.23 169 14.08 0.90 0.432 0.137 - -- 0.29 170 19:17 .0.90 0.93.2 0.136 - -- 0.30 171 14.25 0.90 0.432 0.136 - -- 0.30 172 19.33 0.87. 0.416 0.135 - -= 0.28 173 14.42 0.87 0.416 0.134 - -- 0.28 174 14.50 0.87 0.416 0 -1.34 - -- 0.28 175 14.58 0.87 0.416 0.133 - -- 0.28 176 '14.67 0.87 0.416 0.132 - -- 0.28 177 14.75 0.87 0.416 0.132 - -- 0.28 178 14.8.3 0.83 0.400 0.131 - -- 0.27 179 14.92, 0.83 0.400 0.130 - -- 0.27 .180 15.00 0.83 0.400 0.130 - -- 0.27 181 15.08 0.80 0.384 0.129 - -- 0.25 182 15.17 0.80 0.384 0.128 - -- 0.25 183 15.25 0.80 0.384 0.128 - -- 0.26 184 15.33 0.77 0.368 0.127 - -- 0.24 185 15.42 0.77 .0.368 0.126 0.24 186 15.50 0.77 0.368 0.126 - -- 0.24 187 ': 15.58 0.63 0.304 0.125 -- 0.18' 188 15.67 0.63 0.304 0.124 - -- 0.18 189 15.75 0.63 0.304 0.124 - -- 0.18 190 15.83 0.63 0.304 0.123 - -- 0.18 i 191 15.92 0.63 0.304 0.123 - -- 0.18 192 16.00 0.63 0.304 0.122 --- 0.18 193 16.08 0.13 0.064 0.121 0.058 0.01 194 16.17 0.13 0.064 0.121 0.058 0.01 195 16:25 0.13 0.064 0.120 0.058 0.01 i 196 16.33 0.13' 0.064 0.119 0.058 0.01 197. 16.42 0.13 0.064 0.119 0.058 0.01 198 16.50 0.13 0.064 0.118 0.058 0.01 199 16.58 0.10 0.048 0.118 0.043 0.00 200 16.67 0.10 0.048 0.117 0.043 0.00 201 16.75 0.10 0.048 0.116 0.043 0.00 202 16.83 0.10 0.048 0.116 0.043 0.00 203 16.92 0.10 0.048 0.115 0.043 0.00 204 17.00 0.10 0.048 0.115 0.043 0.00 205 17.08 0.17 0.080 0.11.9 0.072 0.01 206 17.17. 0.17 0.080 0.114 0.072 0.01 207 17.25 0.17 0.080 0.113 0.072 0.01 208 17.33 0.17 0.080 0.112 0.072 0.01 209 17.42 0.17 0.080 0.112 0.072 0.01 210 17.50 0.17 0.080 0.111 0.072 0.01 211 ' 17.58 0.17 0.080 0.111 0.072 0.01 212 17.67 0.17 0.080 0.110 0.072 0.01 213 17.75 0.17 0.080 0.110 0.072 0.01 214 17.83 0.13 0.064 0.109 0.058 0.01 215 17.92 0.13 0.064 0.109 0.058 0.01 216 18.00 0.13 0.064 0..108. 0.058 0.01 217 18.08 0.13 0.064 0.107 0.058 0.01 218 18.17 0.13 0.064 0.107 0.058 0.01 219 18.25 0.13 0.064 0.106 0.058 0.01 220 18.33 0.13 0.064 0.106 0.058 0.01 221 18.42 0.13 0.064 0.105 0.058 0.01 222 18.50 0.13 •0.064 0.105 0.058 .0.01 223 18.58 0.10 0.048 0.104 0.043 0.00 224 18.67 0.10 0.048 0.104 0.043 0.00 225 18.75 0:10 0.048 0.103 0.043 0.00. 226 18.83 0.07 0.032 0.103 0.029 0.00 .227 18.92 0.07 0:032 0.102 0.029 0.00 228 19.00 0.07 0.032 0.102 0.029 0.00 229 19.08 0.10 0.048 0.101 0.043 0.00 230 19.17 0.10 0.048 0.101 0.043 0.00 231 19.25 0.10 0.098 0.100 0.043 0.00 232 19.33 0.13 0.064 0.100. 0.058 0.01 233 19.42 0.13 0:064 0.100 0.058 0.01 234 19.50 0.13 0.064 0.099 0.058 0.01 235 19.58 0.10 0.048 0.099 0.043 0.00 236 19.67 0.10 0.048 0.098 0.043 0.00 237 19.75 0.10 0.048 0.098 0.043. 0.00 238. 19.83 0.07 0.032 0.097 0.029 0.00 239 19.92 0.07 0.032. 0.097 0.029 0.00 240 20.00 0.07 0.032 0.096 0.029 0.00 24.1 20.08 0.10 0.048 .0.096 0.043 •0.00 242' 20.17 0.10. 0.098 0.096 0.093 0.00 243 20.25 0.10 0.048 0.095 0.043 0.00 244 20.33 0.10 0.048 0.095 0.043 0.00 245 20.42 0.10- 0.048 0.094 0.093 0.00 246 20.50 0.10 0.048 0.094 0.043 0.00 247 20.58 0.10 0.048 0.094 0.043 0.00 248 20.67 0.10 0.048. 0.093 0.043 0.00 249 20.75 0.10 0.048 0.093 0.043 0.00 250 20.83 0.07 0.032 0.092 0.029 0.00 251 20.92 0.07 0.032 0.092 0.029 0.00 252 21.00 0.07 0.032 0.092 0.029 0.00 253 21.08 0.10 0.048 0.091 0.043 0.00. 254 21.17 0.10 0.048 0.091 0..043 0.00 255 21.25 0.10 0.048 0.091 0.043 0:00 256 21.33 0.07 0.032 0.090 0.029 0.00 257 21.42 0.07 0.032 0.090 0.029 0.00 258 21.50 0.07 0.032 0.090 0.029 0.00 259 21.58 0.10 0.048 0.089 0.043 0.00 260 21.67 0.10 0.048 0.089 0.043 0.00 261 262 21.75 21.83 0.10 0.048 0.089 0.043 0.00 263 21.92 0.07 0.07 0.032 0.032 0.088 0.029 0.00 264 22.00 0.07 0.032 0.088 0.088 0.029 0.029 0.00 265 22.08 0.10 0.048 0.087 0.043 0.00 0.00 266 22.17 0.10 0.048 0.087 0.043 0.00 267 22.25 0.10 0.048 0.087 0.043 0.00 1 268 22.33 0.07 0.032 0.087 0.029 0.00 269 22.42 0.07 0.032 0.086 0.029 0.00 270 22.50 0.07 0.032 0.086 0.029 0.00 271 22.58 0.07 0.032 0.086 0.029 0.00 272 22.67 0.07 0.032 0.086 0.029 0.00 273 22.75 0.07 0.032 0.085 0.029 0.00 274 22.83 0.07 0.032 0.085 0.029 0.00 275 22.92 0.07 0.032 0.085 0.029 0.00 276 23.00 0.07 0.032 0.085 0.029 O.OQ 277 23.08 0.07 0.032 0.084 0.029 0.00 278 23.17 0.07 0.032 0.084 0.029 0.00 279 23.25 0.07 0.032 0.084 0.029 0.00 280 23.33 0.07 0.032 0.084 0.029 0.00 281 23.42 0.07 0.032 0.084 0.029 0.00 282 23.50 0.07 0.032 0.084 0.029 0.00 283 23.58 0.07 0.032 0.083 0.029 0.00 284 23.67 0.07. 0.032 0.083 0..029 0.00 285 23.75 0.07 0.032. 0.083 0.029 0.00 286 .23.83 0.07 0.032 0.083 .0.029 0.00 287 23.92 0.07 0.032 0.083 0.029 0.00 288. 24.00 0.07 0.032 0.083 0.029 0.00 Sum = 100.0 Sum = 19.9 Flood volume = Effective rainfall 1.66(In) _ times area 30.1(Ac.) /[(In) /(Ft.)] = 4.2(Ac.Ft) .Total soil loss = 2.3.4(In) Total soil loss = 5.865(Ac.Ft) Total rainfall = 4.00(In) Flood volume = 181564.6 Cubic Feet Total soil loss = 255476.2 Cubic --------------------------=-------------- Feet Peak flow rate of this hydrograph = ---------------------------- 12.180(CFS) -- ++++++++++++++++++++++++++++++++++++ + + +. + + + + + + + + + + + ± + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M R u n o f f H y d.r o ------------------------------------- g r a p h - - - - -- Hydrograph in 5 Minute intervals ((CFS)) i Time(h +m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 ------- 0.0003 - - 0.04 - - -- Q 0 +10 0.0009 0.09 Q ► I I 0 +15 0.0016 0.09 Q 0 +20 I '0.0024 0.12 Q 0 +25 0.0034 0.14 Q- 0+30 0.0043 .0.14 Q 0 +35 I' 0.0054 0.15 Q 0 +40 I 0.0064 0.15 Q 0 +45 0.0074 0.15 Q 0 +50 0.0085 0.17 Q I I 0 +55 0.0098 0.19 Q 1+ 0. I 0.0111 0.19 Q 1+ 5 0.0123 0.17 Q 1 +10 I 0.0134 0.15 Q I I I 1 +15 .0:0144 0.15 Q 1 +20 0.0154 0.15 Q 1 +25. 0.0164 0.15 Q 1 +30 0.0174 0.15 Q 1 +35 I 0.0184 0.15 Q 1 +40 0.0194 0.15 Q I I I 1 +45 I 0.0204 0.15 Q 1 +50 I 0.0216 0.17 Q 1 +55 I 0.0229 0.19 Q 2+ 0 0.0242 0.19 Q 2+ 5 I 0.0255 0.19 Q 2 +10 0:0269 0.19 Q 2 +15 0.0282 0.19 Q 2 +20 I 0.0295 0.19 Q 2 +25 i 0.0309 0.19 2 +30 I 0.0322 0.19 Q I I I 2 +35 i 0.0337 0.22 • Q I I I 2 +40 0.0353 0.24 Q I I 2 +45 0.0370 0.24 Q I I 2 +50' I 0.0387 0.24 . Q 2 +55 I 0.0404 0.24 3+ 0 0.0420 0.24 Q I I I 3+ 5 0.0437 0.24 Q I 3 +10 0.0454 0.24 Q I 3 +15 I 0.047,0 0.2.4 Q I I 3 +20 I 0.0487 0.24 Q I I 3 +25 I 0.0504 0.24 Q I 3 +30 I 0.0521 0.24 Q 3 +35 0.0537 0.24 Q 3 +40 0.0554 0.24 Q I 3 +45 0.0571 0..24 Q I 3 +50. 0.0589 0.27 Q I I I 3 +55 0.0609 0.29 Q I. 4+ 0 I 0.0629 0.29 Q I I 4+ 5 I 0.0649 0.29 Q I 4 +10 I 0.0669 0.29 Q I 4 +15 0.0689 0.29 Q' I 4 +20 I 0.0711 0.31 Q I I I 4 +25 0.0734 0.34 Q 4 +30 I 0.0757 0.34 Q 4 +35 0.0780 0.34 Q I I 4 +40 I 0.0804 0.34 Q I I I 4 +45 I 0.0827 0.34 Q I I 4 +50 I 0.0852 0.36 Q I I I 4 +55 0.0879 0.38 Q I I I 91 5+ 0 1 0.0905 0.39. Q 1 I I 5+ 5 I 0.0929 0.34 Q 5 +10 I 0.0950 0.30 Q 5 +15 I. 0.0970 0.29 Q 5 +20 0.0991 0.31 Q I I I 5 +25 I 0.1015 0.34 Q 5 +30 I 0.1038 0.34 Q 5 +35 I 0.1063 0.36 QV 5 +40 1 0.1089 0.38 QV I I I 5 +45 I 0.1116 0.39 QV 5 +50 f 0.1143 0.39: QV I I I 5 +55 0.1169 0.39 QV I 6+ 0 0.1196 0.39 QV 6+ 5 I 0.1224 0.41 QV I I I 6 +10 0.1254 0.43 QV 6 +15 I 0.1284 0.44 QV 6 +20 0.1314. 0.44 QV 6 +25 0.1344 0.44 QV I I I 6 +30 0.1375 0.44 QV I I 6 +35 0.1406 0.46 QV 6 +40 i 0.1439 0.48 QV I I I 6 +45 I 0.1473 0.48 QV I I I 6 +50 I 0.1506 0.49 QV 6 +55 0.1540 0.49 QV 7+ 0 0.1573 0.49 QV I I I 7+ 5 I 0.1606 0. 4 9, QV. I I 7 +10 I 0.1640 0.49 QV I I I 7 +15 0.1673 0.49 QV 7 +20 I 0.1708 0.51 IQ I I 7 +25 , 0.1745 0.53 IQ I 7 +30 I 0.1781 0.53 IQ I I I 7 +35 0.1820 0.56 IQ 7 +40 0.1860 0.58 IQ I I I 7 +45 I 0.1900 0.58 IQ I I I 7 +50 1 0.1931 0.45 QV I I I 7 +55 0.1954 .0..34 QV I ( I 8+ 0 0.1977 0.34 QV 8+ 5 I 0.2033 0.80 IQ 8 +10 0.2119 1.26 I Q I I I 8 +15 0.2213 1.36 .I Q 8 +20 0..2310 1.41 1 Q I I I 8 +25 0.2410. 1.44 1 Q I I I 8 +30 I 0.2511 1.47 1 Q I I I 8 +35 0.2629 1.72 I VQ I I I 8 +40 I 0.2764 1.96 1 VQ I I f 8 +45 I 0.29.03 2.02 1 V Q 8150 I 0.3060 2.28 1 V Q I I 1 " 8 +55 I 0.3234 2.53 1 V Q I I 1 9+ 0 1 0.3413 2.59 1 V Q.: I 9+ 5 I 0.3624 3.07 1 V Q I I 9 +10 0.3867 3.53 1 V Q I I 1 9 +15 0.4117 3.63 1 V Q I ( I 9 +20 0.4386 3.90 I V Q. 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'11+25 I 1.1282 4.32 1 Q V I I 11 +30 I 1.1581 4.34 1 Q IV I, ► 11 +35 I 1.1851 3.92 I Q IV I I 11 +40 I 1.2093 3.51 1 Q IV I 1 11 +45 I' 1.2332 3.46 I Q IV I ► 11 +50 1.2585 3:69 I Q I V 11 +55 I 1.2856 3.92 ► Q I V 12+ 0 1.3130 3.99 I Q I V I I 12+ 5 I 1.3515 5.58 ► IQV I 12 +10 1 1.4004 7.10 I 1 VQ I' I 12 +15 1.4512 7.39 I I VQ I I 12 +20 I 1.5044 .7.71 I 1 VQ I ► 12 +25 1.5591 7.95 1 1 VQ I I 12 +30 I 1.6143 8.01 1 1 VQ 1 I � J 12 +35 I 1.6728 8.49 1 I Q• I I 12 +40 I 1.7344 8.94 1 I VQ I I 12 +45 i 1.7966 9.04 I ( VQ I ► 12 +50 I 1.8608 9.31 I I VQ I I 12 +55 1.9265 9.55 I I VQI I. 13+ 0 i. 1.9927 9.61 I I QI I 13+ 5 I 2.0667 10.75 I I VIQ I 13 +10 I 2.1483 11.85 ► I V Q I 13 +15 I 2..2313 12.05 I I IV Q 13 +20 2.3149 12.14 ► ► 1 V Q 13 +25 I 2.3986 ' 12.16 1 I 1 VQ ► 13 +30 2.4825 12.18 I I 1 VQ I 13 +35 2.5497 9.75 I I QI V 1 13 +40 2.6008 7.42 1 1 Q I V I 13 +45 2.6492 7.03 1 1 Q I V i 13 +50 2.6969 6.93 1 1 Q I' V I 13 +55 I 2.7448 6.95 1 1 Q I V I 14+ 0 1 2.7928 6.97 I 1 Q I V I 14+ 5 2.8471 7.88 1 I Q I V 1 14 +10 2.9074 8.76 1 I Q I V I 14 +15 ► 2.9689 8.93 I I Q I V 14 +20 3.0293 8.77 1 ( Q .1 VI. 14 +25 I 3.0884 8.58 I I Q I V1 14 +30 3.1474 8.56 1 I Q I V 14 +35 I 3.2064 8.57 j I Q I V 14 +40 I 3.2656 8.59 1 I Q I IV 14+. 45 3.3249 8.62 .► I Q I IV 14 +50 I 3.3829 8.41 1 I. 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V ----------------------------------------------------------------- - - - - -- - Paul Goble Subject: PCN 08074 SP 2006 -083 TTM 35238 LA QUINTA MOTORCOACH RESORT HYDROLOGY /PRELIMINARY GRADING AND DRAINAGE PLAN Due Date: Friday, June 27, 2008 Status: Waiting on someone else Percent Complete: 0% Total Work: 0 hours Actual Work: 0 hours Owner: Paul Goble Requested By: Angelica Zarco 3/18/2008 - RECEIVED PLAN CHECK ITEM FROM PLANNING DEPARTMENT. PER ED, SENT TO TONY FOR CITY REVIEW 3/19/2008. TENTATIVE TRACT MAP, SPECIFIC PLAN AND NOISE ANALYSIS SENT TO BRIAN CHING FOR REVIEW. REVISED TRAFFIC STUDY SENT TO RUSTY FOR REVIEW (AZ) 3/21/08 - Tony started 1 st round hydrology review and got the following: 1. The impervious value used (75 %) can not be found how it was determined according to the county manual average area method. Please provide the average area method using the following areas shown on the map: Item Area Min Imp (acres) (%) Onsite Street ## 90 Lots ## 60 (Note a value of 90 should be used to determine resulting lake surface area, see Eng Bulletin 06 -16, this was also based on experience with lots developed in golfing subdivisions) Golf Area ## 0 (EOR to verify) Lake Area ## 100 Offsite Street ## Determination based on cross section — (100 %x(36 +8))/48 The hydo map should be used to distinguish these areas. Next submittal should provide clarification on the average IMP used and areas should be provided on a 24x36 hyrdo map. Project appears to be mostly impervious excepting golf holes and minor lot areas. 2. For Watershed A, please define the 24hr intensity used along with other information such as impervious value. 3. Watershed map, the WSE100 delineated by topo line was not provided. Please provide both normal lake topo line along with the governing storm 100 yr waterline topo. The topo is prefered to placed on a 24 x 36 such as the TTM. The topos should be provided such that approximate volumes can be verified. 4. For Wathershed A runoff, the EOR's calculations are conservative because the rainfall; however, this is assuming the Imp calc used (75 %) is still usable after an average area calc is provided (see comment 1 above) and areas/subareas are provided and shown on a hydrology map. To be determined on next submittal. 5. Comments for Watershed B are the same as for A. 6. It is noted on the TTM that storm drain easements are not shown and frontage lots are only about —34ft wide. Since the hydraulics are not provided, City has a concern with callout of storm drain easements for piping systems or channels with respect to very narrow lots. Please resolve /clarify on drainage plan. 7. Cul -de -sac bulb flowline gradients were noted to be only 0.52% at eastern portion of project. Elevation callouts are requested to provide 0.7% minimum flowline with 1.0% preferred to minimize nuisance water ponding and other related issues. 8. Freeboard requirement of City is a concern, streets do not routinely show 1 ft freeboard from HP overflow. 100 year storm freeboard from lake system not defined. FOR to resolve. 9. City prefers to have 100 +year storm exhaust to arterial street, but the natural grade drop to south makes grading this condition to Avenue 58 difficult. However, the current design concentrates overflow at southeast corner of project over the historical distribution pattern per provided topography elevations. Please provide mechanism to achieve exhaust concentration similar to predevelopment or provide a drainage acceptance agreement with neighboring property or equal. Connection of a secondary overflow through TM 32398 could route water to Avenue 60 if TM 32398 develops. FOR requested to provide 100+ year exhaust strategy to City for review. 10. Clarification of water areas is requested. Provide lake water surface levels under normal operating (no rainfall conditions) and under 100 year storm events. Does lake system provide for any 100+ year storm storage? 11. Clarification of tributary areas for Harry Rau Rod is requested. Has this area been captured by the adjacent development? 3/24/08 - Tony finished and gave to Paul. 3/27- 28/2008 - Paul reviewed and annotated first round check redlines and discussed project with Planning Dept. (Wally). Redlines to Angelica to route to FOR (Dudek). Paul forwarded hydrology review task update to Wally, Tony, Brian & Rusty for information. Angelica to copy redline of grading and drainage plan and preliminary hydrology for filing in Hydrology archive. 3/28/2008 - COPY OF HYDROLOGY COPIED TO HYDROLOGY ARCHIVE. PER BRIAN'S REQUEST, PLAN CHECK ITEM FORWARDED TO BRIAN FOR PRELIMINARY PRECISE GRADING PLAN REVIEW (AZ) 4/1/2008 - RECEIVE AIR QUALITY IMPACT STUDY FROM WALLY, PLANNING 3/25/2008. SENT TO BRIAN CHING WITH ECN TASK. RECEIVED BACK FROM BRIAN ON 3/31/2008 WITH RECOMMENDATION TO FORWARD TO TONY FOR CITY REVIEW WITH PCN 08074 (AZ) 4/1/2008 - COPIED REDLINED GRADING AND DRAINAGE PLAN TO HYDROLOGY FILE. SENT FAXED NOTICE TO DUDEK FOR PLAN CHECK ITEM PICK UP (AZ) 4/1/2008 - TASK UPDATE SENT TO BRIAN, PAUL AND WALLY, PLANNING DEPARTMENT (AZ) 6/3/2008 - MET WITH KEITH GREGORIO. SUBMITTED 2ND ROUND CORRECTIONS. REVISED THE IMPERVIOUS ASSUMPTION, DROPPED LAKE LEVEL 1 FT. ACCOMODATED THE 500 YEAR STORM WITH 5.11 INCHES 24 HR. OR 3.55 INCHES 3 HR. CITY ENGINEER HAS APPROVED 5 FT. STORM DRAIN EASEMENT WITH 18 INCH RCP AND MODIFIED CATCH BASIN. TWICE YEARLY MAINTENANCE ON STORM DRAIN WILL BE REQUIRED IN CC &R'S. THE REMAINING ISSUES INCLUDE NONCONFORMING ROAD WIDTH AS MEASURED FLOW LINE TO FLOW LINE. FIRE DEPARTMENT TO COORDINATE APPROVAL. ATYPICAL WATER AND SEWER, TRUNKLINE TRANSVERSES LOTS WITHOUT CONVENTIONAL LATERAL. CONCEPT DRAWINGS HAVE BEEN FORWARDED TO GREG BUTLER FOR COMMENT AND /OR APPROVAL. SENT TO TONY FOR CITY REVIEW 6/4/2008 (AZ) 6/12/08 - Tony started plan review and got the following: Note 1, RI used = 56 is acceptable. Note 2, Intensities used for 100 year storm in the Preliminary Hydro Report (not the Supplemental which 500 yr storms are used but not varified yet) are accepted. 1. Please clarify lake levels at 100 year and 500 year flood boundary line (second request item). Define extent of communication (if any) between lakes in 100 year or 500 year events. 2. Hydrology report does not include a section verifying the use of Impervious Value of 56 being used (second request item). Hydrology simulations (both supplemental and preliminary hydrology) still can not be accepted or estimated by the city until the impervious value is justified or modified. The conflicts with use of an impervioius value of 56 include: (a) County manual does not provide values for lots under 7200 sqft. This project obtains several lots with sizes of — 4000 sqft. , (b) Project obtains a large area of impervious lake area which the FOR does not discuss under impervious determination nor is this addressed in report. Lake areas should show an IMP of 100 %. and (c) This project looks by observation to fall under the mobile home park catagory shown on RCFC Plate E -6.3 which shows an IMP value of 75 %. Roadways should show 90% value or greater. Please provide an average value for use on Areas A and B based on weighted average based on IMP and area, see RCFC manual. 3. Please provide CVWD and Building Department acceptance of atypical wet utility concept. CVWD requires sewer lines to be straight between manholes. 4. At Section C -C, please clarify how is the historic flow routed pass this wall and please provide the historic flow using unique arrows. 5. Please clarify 5ft over flow easement for project at Lot 304, atypically narrow,,then widens at Lot S. Past comment has not been fully addressed. 6. Please clarify exhaust elevations at southeast corner. Low point callout does not match assumed exhaust point at Lot S. 7. The offsite street (Ave 58) shows low points but the handling of the storm flows is not understood. Please provide complete information. 8. Please provide street, inlet and swale hydraulic calculations. Hydraulic review is necessary given atypical design concepts and site design to confirm easements and property line locations. 9. Please clarify inlet locations and drainage across street crowns. 10. Please recheck freeboard conditions for project. Freeboard requirement of City is a concern, streets do not routinely show 1 ft freeboard from HP overflow or LP to lake (Lot 193) (second request item). 11. Please clarify Harry Rau road surface & PM 26481 overflow path to project. Offsite Harry Rau Road & PM 26481 storm flow handling has not been noted to be addressed (second request item). 12. Please provide written acceptance of street width with RCFD prior to next submittal. 13. Please sign and wet stamp resubmittal documents and all future submittals. 14. Please increase eastern cul -de -sac bulb flowline to 0.7 to 1.0% (second request item). City requests that FOR fully address all comments prior to resubmittal. Numerous second request items were noted. 6/12/08 - Tony finished and gave to Paul. 6/12/2008 - Paul forwarded 2nd round hydrology plan check to Dave Cooper (BV) - staff augmentation. BV to return plan June 23, 2008 (PG). Recheck easement concept, City Engineer has approved use of 5 foot storm drain easement for RCP exhaust from cul de sac. 6/27/2008 - Paul reviewed and annotated 2nd round.comments from Tony and Dave. Redlines to Angelica /Ed for return to FOR through Planning Department - pre - entitlement item. N �► Ffil AJA-r c�� LL udT /7 4-�E!?) &A!77a+-1 �� 1 U � � M ST16�i7vtJ Fes. -Er, Zo 'SbK i *-Atf, �J MP S I.ANp � S�k.L1JE -rc QJ�SI ("�On►�E DEAD I�611� (JNt13 6N ✓AuF�( �s 'roc (am) 3tpv (ti t-ll ( q g4 f"100, *CL v5I JF 1 N LA- 6L1 N'TA , 5mvc;rvf F. ,5 ((� L`C,A� r�r s� GoN 1�b 9i162 onlcAO-7- 0, r,r� �Fc:EPrt��S� J ��� ASS fD2 ��r✓g W Sew IIZO \ L-(o-j E. -- - NF, Z,,ID" (N ON lo For 6, 7 e I rage i of Paul Goble From: Paul Goble Sent: Friday, September 26, 2008 10:21 AM To: 'Keith Gregori'; Wally Nesbit; Ed Wimmer Cc: 'Jon Berg'; 'Joe Soneji'; 'Charles Greely'; Tony Colarossi Subject: RE: Motorcoach Project Mr. Gregori, Thank you for meeting with the City Staff on 9/23/2008 to discuss City requested 6/27/2008 corrections to the Dudek 2nd round hydrology submittal for the project. The discussion of 9/23/2008 indicated further design evolution from the previous 2nd round submittal. Further, freeboard provisions and flow routing concepts remain undefined following the 2nd round hydrology review. C� In the meeting, the City requested 4 items from Dudek to fully understand the currently proposed design d assumptions: 1. Please clarify all proposed blanket easements. Discussions on 9/23/2008 indicated that Dudek proposes further modification to the 2nd round submittal. Dudek now wishes to delete the previously specified storm drain ,n easements and have a blanket storm drain,easement in addition to a blanket sewer and water G easement. Proposed utility and storm drain locations (trunk lines, manholes, storm inlets, etc.), materials qt€ �0 Ir construction, and location restrictions are requested to be fully defined. 2. Please clarify freeboard assumptions relative to the motorcoach pad, casita pad, high point surface overflows, etc. Pad elevation offsets, flood protection elevations and boundaries are not fully defined at this time. f FT FrMERStfaa �tt�abD i'rt�^,Ec� 3. Please clarify the proposed flow routing facilities. The 2nd round hydrology submittal proposed to retain the 500 year storm flow. However, offsite flows entering the project have not been defined and the facilities to collect and retain those flows have not been provided to Public Works. Further, concern exists regarding the potential for individual owners and future construction lot enhancements to block surface overflow routes. rryytft°'' 4. Please submit the proposed CC &R's which define the association /lot owner rights under the development. Definition of the aforementioned assumptions and design of your project will enable the Public Works department to provide guidance as to the approvability of these new assumptions and design. Dudek can subsequently provide a comprehensive hydrology report which fully addresses the City 6/27/2008 correction request. Please advise if you need any further information'. We look forward to receipt of the listed information. Paul Goble, PE TE Public Works Senior Engineer City of La Quinta (760) 777 -7087 pgoble @la - quinta.org From: Keith Gregori [mailto:kgregori @dudek.com] Sent: Thursday, September 25, 2008 3:59 PM. To: Wally Nesbit; Ed Wimmer; Paul Goble Cc: Jon Berg; Joe Soneji; Charles Greely Subject: Motorcoach Project 12/2/2008 Hello, rage L or After our meeting on Tuesday September 23rd to discuss Dudek's letter dated July 31, 2008 regarding the preliminary drainage plan, it was not clear what the City was going to do after the meeting. Some items were discussed and more detailed information was presented form both sides that would warrant a written response from the City. Before Dudek can move forward we need to know if the City intends to provide a written response or not. Any specific input would be appreciated, but if that is not the case please let Jon Berg or myself know. Thank You, Keith R. Gregori Engineering Project Manager DUDEK ENGINEERING + ENVIRONMENTAL 75 -150 SHERYL AVE. PALM DESERT, CA 92211 TEL. (760) 341 -6660 - FAX (760) 346 -6118 12/2/2008 Paul Goble. ' Subject: PCN 08074 SP 2006 -083 TTM 35238 LA QUINTA MOTORCOACH RESORT HYDROLOGY /PRELIMINARY GRADING AND DRAINAGE PLAN Due Date: Friday, June 27, 2008 Status: Waiting on someone else Percent Complete: 0% Total.Work: 0 hours Actual Work: 0 hours Owner: Angelica Zarco Requested By: Angelica Zarco 3/18/2008 - RECEIVED PLAN CHECK ITEM FROM PLANNING DEPARTMENT. PER ED, SENT TO TONY FOR CITY REVIEW 3/19/2008. TENTATIVE TRACT MAP, SPECIFIC PLAN AND NOISE ANALYSIS SENT TO BRIAN CHING FOR REVIEW. REVISED TRAFFIC STUDY SENT TO RUSTY FOR REVIEW (AZ) 3/21/08 - Tony started 1st round hydrology review and got the following: 1. The impervious value used (75 %) can not be found how it was determined according to the county manual average area method. Please provide the average area method using the following areas shown on the map: Item Area Min Imp (acres) (%) Onsite Street ##' . 90 Lots ## 60 (Note a value of 90 should be used to determine resulting lake• surface area, see Eng Bulletin 06 -16, this was also based. on experience with lots developed in golfing subdivisions) Golf Area ## 0 (EOR to verify) Lake Area ## 100 Offsite Street ## Determination based on cross section — (100 %x(36 +8))/48 The hydo map should be used to distinguish these areas. Next submittal should provide clarification on the average IMP used and areas should be provided on a 24x36 hyrdo map. Project appears to be mostly. impervious excepting golf holes and minor lot areas. 2. For Watershed A, please define the 24hr intensity used along with other information such as impervious value. 3. Watershed map, the WSE100 delineated by topo line was not provided. Please provide both normal lake topo line along with the governing storm 100 yr waterline topo. The topo is prefered to placed on a 24 x 36 such as the TTM. The topos should be provided such that approximate volumes can be verified. 4. For Wathershed A runoff, the EOR's calculations are conservative because the rainfall; however, this is assuming the Imp calc used (75 %) is still usable after an average area calc is provided (see comment 1 above) and areas /subareas are provided and shown on a hydrology map. To be determined on next submittal. 5. Comments for Watershed B are the same as for A. 6. It is noted on the TTM that storm drain easements are not shown and frontage lots are only about —34ft wide. Since the hydraulics are not provided, City has a concern with callout of storm drain easements for piping systems or channels with respect to very narrow lots. Please resolve /clarify on drainage plan. 7. Cul -de -sac bulb flowline gradients were noted to be only 0.52% at eastern portion of project. Elevation callouts are requested to provide 0.7% minimum flowline with 1.0% preferred to minimize nuisance water ponding and other related issues. 8. Freeboard requirement of City is a concern, streets do not routinely show 1 ft freeboard from HP overflow. 100 year storm freeboard from lake system not defined. FOR to resolve. 9. City prefers to have 100 +year storm exhaust to arterial street, but the natural grade drop to south makes grading this condition to Avenue 58 difficult. However, the current design concentrates overflow at southeast corner of project over the historical distribution pattern per provided topography elevations. Please provide mechanism to achieve exhaust concentration similar to predevelopment or provide a drainage acceptance agreement with neighboring property or equal. Connection of a secondary overflow through TM 32398 could route water to Avenue 60 if TM 32398 develops. FOR requested to provide 100+ year exhaust strategy to City for review. 10. Clarification of water areas is requested. Provide lake water surface levels under normal operating (no rainfall conditions) and under 100 year storm events. Does lake system provide for any 100+ year storm storage? J 11. Clarification of tributary areas for Harry Rau Rod is requested. Has this area been captured by the adjacent "development? 3/24/08 - Tony finished and gave to Paul. 3/27- 28/2008 - Paul reviewed and annotated first round check.redlines and discussed project with Planning Dept. (Wally). Redlines to Angelica to route to FOR (Dudek). Paul forwarded hydrology review task update to Wally, Tony, Brian & Rusty for information. Angelica to copy redline of grading and drainage plan and preliminary hydrology for filing in Hydrology archive. 3/28/2008 - COPY OF HYDROLOGY COPIED TO HYDROLOGY ARCHIVE. PER BRIAN'S REQUEST, PLAN CHECK ITEM FORWARDED TO BRIAN FOR PRELIMINARY PRECISE GRADING PLAN REVIEW (AZ) 4/1/2008 - RECEIVE AIR QUALITY IMPACT STUDY FROM WALLY, PLANNING 3/25/2008. SENT TO BRIAN CHING WITH ECN TASK. RECEIVED BACK FROM BRIAN ON 3/31/2008 WITH RECOMMENDATION TO FORWARD TO TONY FOR CITY REVIEW WITH PCN 08074 (AZ) 4/1/2008 - COPIED REDLINED GRADING AND DRAINAGE PLAN TO HYDROLOGY FILE. SENT FAXED NOTICE TO DUDEK FOR PLAN CHECK ITEM PICK UP (AZ) 4/1/2008 - TASK UPDATE SENT TO BRIAN, PAUL AND WALLY, PLANNING DEPARTMENT (AZ) 6/3/2008 - MET WITH KEITH GREGORIO. SUBMITTED 2ND ROUND CORRECTIONS. REVISED THE IMPERVIOUS ASSUMPTION, DROPPED LAKE LEVEL 1 FT. ACCOMODATED THE 500 YEAR STORM WITH 5.11 INCHES 24 HR. OR 3.55 INCHES 3 HR. CITY ENGINEER HAS APPROVED 5 FT. STORM DRAIN EASEMENT WITH 18 INCH RCP AND MODIFIED CATCH BASIN. TWICE YEARLY MAINTENANCE ON STORM DRAIN WILL BE REQUIRED IN CC &R'S. THE REMAINING ISSUES INCLUDE NONCONFORMING ROAD WIDTH AS MEASURED FLOW LINE TO FLOW LINE. FIRE DEPARTMENT TO COORDINATE APPROVAL. ATYPICAL WATER AND SEWER, TRUNKLINE TRANSVERSES LOTS WITHOUT CONVENTIONAL LATERAL. CONCEPT DRAWINGS HAVE BEEN FORWARDED TO GREG BUTLER FOR COMMENT AND /OR APPROVAL. SENT TO TONY FOR CITY REVIEW 6/4/2008 (AZ) 6/12/08 - Tony started plan review and got the following: Note 1, RI used = 56 is acceptable. Note 2, Intensities used for 100 year storm in the Preliminary Hydro Report (not the Supplemental which 500 yr storms are used but not verified yet) are accepted. 1. Please clarify lake levels at 100 year and 500 year flood boundary line (second request item). Define extent of communication (if any) between lakes in 100 year or 500 year events. 2. Hydrology report does not include a section verifying the use of Impervious Value of 56 being used (second request item). Hydrology simulations (both supplemental.and preliminary hydrology) still can not be accepted or estimated by the city until the impervious value is justified or modified. The conflicts with use of an impervious value of 56 include: (a) County manual does not provide values for lots under 7200 sq ft. This project obtains several lots with sizes of — 4000 sq ft. , (b) Project obtains a large area of impervious lake area which the FOR does not discuss under impervious determination nor is this addressed in report. Lake areas should show an IMP of 100 %. and (c) This project looks by observation to fall under the mobile home park category shown on RCFC Plate E -6.3 which shows an IMP value of 75 %. Roadways should show 90% value or greater. Please provide an average value for use on Areas A and B based on weighted average based on IMP and area, see RCFC manual. 3. Please provide CVWD and Building Department acceptance of atypical wet utility concept. CVWD requires sewer lines to be straight between manholes. 4. At Section C -C, please clarify how is the historic flow routed pass this wall and please provide the historic flow using unique arrows. 5. Please clarify 5 ft over flow easement for project at Lot 304, atypically narrow, then widens at Lot S. Past comment has not been fully addressed. 6. Please clarify exhaust elevations at southeast corner. Low point callout does not match assumed exhaust point at Lot S. 7. The offsite street (Ave 58) shows low points but the handling of the storm flows is not understood. Please provide complete information. 8. Please provide street, inlet and swale hydraulic calculations. Hydraulic review is necessary given atypical design concepts and site design to confirm easements and property line locations. 9. Please clarify inlet locations and drainage across street crowns. 10. Please recheck freeboard conditions for project. Freeboard requirement of City is a concern, streets do not routinely show 1 ft freeboard from HP overflow or LP to lake (Lot 193) (second request item). 11. Please clarify Harry Rau road surface & PM 26481 overflow path to project. Offsite Harry Rau Road & PM 26481 storm flow handling has not been noted to be addressed (second request item). 12. Please provide written acceptance of street width with RCFD prior to next submittal. 13. Please sign and wet stamp resubmittal documents and all future submittals. 14. Please increase eastern cul -de -sac bulb flowline to 0.7 to 1.0% (second request item). City requests that FOR fully address all comments prior to resubmittal. Numerous second request items were noted. 6/12/08 - Tony finished and gave to Paul. 6/12/2008 - Paul forwarded 2nd round hydrology plan check to Dave Cooper (BV) - staff augmentation. BV to return plan June 23, 2008 (PG). Recheck easement concept, City Engineer has approved use of 5 foot storm drain easement for RCP exhaust from cul de sac. 6/27/2008 - Paul reviewed and annotated 2nd round comments from Tony and Dave. Redlines to Angelica /Ed for return to FOR through Planning Department - pre - entitlement item. 7/1/2008 - TRANSMITTED BACK TO WALLY, PLANNING DEPARTMENT FOR FURTHER PROCESSING (AZ)