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Appendix G LQ Village Hydrology StudyAppendix G — La Quinta Village Hydrology Study La Quinta Village Build -out Plan EIR City of La Quinta LA QUINTA VILLAGE HYDROLOGY STUDY IN SUPPORT OF THE LA QUINTA VILLAGE BUILD -OUT PLAN EIR PREPARED FOR: CITY OF LA QUINTA 78-495 CALLS TAMPICO PALM DESERT, CA 92260 PREPARED BY: >; �7 The Altum Group THE ALTUM GROUP 73710 FRET] WARING DRIVE PALM DESERT, CA 92260 (760) 346-4750 August 4, 2016 %eRof ESS /N' ON Ido. 58394 Exp. 12/31/16 CIi111� .� OF CAL the Supervision of: James R. BVua, P.E. Date R.C.E. 58394 Exp. 12131/16 LA QUINTA VILLAGE HYDROLOGY STUDY IN SUPPORT OF THE LA QUINTA VILLAGE BUILD -OUT PLAN EIR TABLE OF CONTENTS: I PURPOSE AND SCOPE II DESIGN METHODOLOGY III DESIGN CRITERIA IV ON-SITE RETENTION ANALYSIS V STREET CAPACITY ANALYSIS VI RECOMMENDATIONS VII REFERENCES VIII APPENDIX I. PURPOSE AND SCOPE This hydrology study has been prepared in support of the La Quinta Village Build -Out Plan EIR. The La Quinta Village area studied in this report focuses on approximately 90 acres of land, generally located south of Calle Tampico, east of Eisenhower Drive and west of Desert Club Drive and is generally recognized as its traditional Downtown. City of La Quinta is undergoing a planning effort to develop a build -out scenario that addresses maximum potential commercial square footage while assuring that infrastructure is planned to accommodate build -out. Traditionally, the downtown area has been developed without requiring on-site storm drain retention due to the commercial nature of the development. This study revisits that approach and compares impacts to the Downtown area due to future build -out of La Quinta Village area based on the 10 year storm event. Approximately 77 acxes within the study area is currently developed and 13 acres arc vacant. As this study is in support of the future commercial build -out of The La Quinta Village, the analysis will be limited to the increase in runoff volume due to the development of these vacant parcels. II. DESIGN METHODGLGY The La Quinta Village area is included within the boundaries of a Focused Drainage Study prepared by Michael Baker, Inc. for a portion of City of La Quinta. While the original intent of this study was to tier off of the report prepared by Michael Baker, Inc. which analyzes the 100 year storm event for a much larger area, it appears that portions of the Downtown Area Drainage Study prepared by Psomas in 2008 for City of La Quinta are more suitable to use as reference here since the Psomas report also targets the effects of the 10 year storm event for the same study area used in this report. The Psomas Downtown Area Drainage Study is included as Appendix F of the City of La Quinta's Master Draiunage Plan The results contained in this drainage study can be separated into two sets of data that can be used for comparison. The data is generated by 1.) analyzing the anticipated maximum storm runoff volume generated on each vacant commercial site within the study area during the 10 year storm event and 2.) calculating the increase in runoff discharge due to development of the vacant parcels within the study area. Runoff discharge calculations contained in this report were developed using Rational Method (Riverside County) software by CiviICADD/CivilDesign, and the anticipated runoff volumes were calculated using Riverside County Flood Control District (RCFCD) Synthetic Unit Hydrograph (Shor(-cut Method) for the 10 year storm event. The topographic data used in this study was prepared by the Federal Emergency Management Agency in 2011 and provided for use by City of La Quinta. III. DESIGN CRITERIA The following design parameters were used in the preparation of the analyses: • 10 Year Storm Event • Antecedent Moisture Condition 1 • 10 year — 3 hour precipitation 1.14 (NOAA ATLAS 14) • 10 year — 6 hour precipitation 1.46 (NOAA ATLAS 14) 10 year — 24 hour precipitation 2.37 (NOAA ATLAS 14) • 2 year --1 hour precipitation 0.38 (NOAA ATLAS 14) • 100 year — 1 hour precipitation 1.59 (NOAA ATLAS 14) • Slope Intensity Duration Curve 0.59 (RCFCD Plate D-4.6) • Hydraulic Soil Type `A' (previously graded with relatively low potential for infiltration) IV. ON-SITE RETENTION ANALYSIS Several undeveloped parcels designated for commercial use within the La Quinta Village area were studied separately to determine the on-site retention volume capacity that would be required in order to capture 100% of the 10 year event (see APPENDIX "10 YEAR ON- SITE RETENTION STUDY MAP" and RCFCD Synthetic Unit Hydrograph Worksheets) Each of the commercial parcels that were studied share similar topographic features in that they have less than minimum allowable fall in order to facilitate surface drainage. For the purposes of the analysis, it is assumed that a sufficient gradient will be provided in order to achieve positive surface flow and 90% impervious lot coverage will exist under the developed condition. Since the undeveloped parcels within the La Quinta Village Study Area share similar characteristic, the results of the on-site retention study can be tabulated and averaged to produce a representative retention basin footprint size per acre of commercial development. The resulting value can be then be evaluated based on its feasibility on a lot by lot basis. Build -out of the vacant commercial developments within the La Quinta Village would require approximately 2,200 sq,ftlaere designated for retention basin use in order to capture the on-site runoff generated during the 10 year storm event. V. STREET CAPACITY ANALYSIS Vacant parcels designated for commercial development within La Quinta Village were identified and studied to determine the runoff discharge tributary to each vacant parcel under the existing -vacant condition as well as the projected commercially developed condition. The results were compared for all vacant commercial parcels in order to determine the increase in runoff due to 100% buildout within La Quinta Village (see APPENDIX "10 YEAR DISCHARGE STUDY MAP" and Riverside County Rational Method Worksheets) The total additional runoff generated by commercial development of existing vacant lots within La Quinta Village during the 10 year rain event is 9.89 cfs occurring along Calle Tampico where flows combine creating the worst case condition. Based on the Psomas Downtown Area Drainage Report, the downtown area is subject to flooding under the existing condition in the northern reaches of Avenida Bermudas, Desert Club Drive and all along Calle Tampico. Existing catch basins along Calle Tampico and the underground storm drain pipe network do not have the capacity to convey the 10 -year peak storm runoff from the downtown area and adjacent neighborhood. Existing studies calculate runoff tributary to Calle Tampico during the 10 year peak storm event by combining 71 cfs from the area west of Avenida Bermudas with 41.5 cfs generated between Avenida Bermudas and Desert Club Drive for a total of 112.5 cfs under the existing condition. Development of the existing vacant parcels within the study area for commercial use increases the discharge along Calle Tampico by 8.8%. 10 YEAR EVENT - INCREASE IN RUNOFF DUE TO DEVELOPMENT PRE-OEVEL.ONIX POST DEVELOPMENT 5U990 AREA (ncj DISCHARGE (010 CIFs) DISCHARGE (Q10 CFS) 1 0.36 0.49 0.85 7� 0.78 1.20 2.03 3 0.65 0.94 1.61 4a 1.73 2.31 4.00 Q 0.92 1.47 2.47 0.58 i 0.57 0.11 0.21 4.34 7� 0.35 0.55 0.93 0.35 0.55 494 0.79 1.24 2A 1.16 1.70 2.89 11 1.21 1.63 282 0.58 i 0.57 0.94 0.87 1.52 1.47 14.07 23.96 INCREASE IN RUNOFF DUE TO DEVELOPMENT OF OWING VAW COMMERCIAL PARCELS WrfHIN LA QUINTA MLLAGE ............ 8.89 CFS VI. RECOMMENDATIONS The results of the analyses contained in this report suggest that the level of impingement to commercial development in order to retain 10 year flows on site is large relative to the expected increase in surface street runoff due to development of existing vacant lots within La Quinta Village. Since on-site streets and storm drain facilities along Calle Tampico already do not have full capacity to convey 10 year storm runoff under the existing condition, and the increase in runoff due to development of the existing vacant parcels is relatively small, it is our recommendation that an "drainage mitigation" development fee should be required to supplement funding for upgrades to the existing storm drain evacuation system. The use of an off-site retention basin designed to capture flows generated during the 10 year storm event has been suggested as a possible design solution and involves the need for existing surface streets and storm drain facilities to provide conveyance to an off-site location when they are already beyond capacity under the existing condition. This would seem to reinforce the opinion that a drainage mitigation fee intended to upgrade existing facilities is warranted VII REFERENCES Michael Baker International (February 201 G) City of La Quinta Focused Area Drainage Stud Psomas (January 2008) Downtown Area Drainage Study or Ci o La Quinta Riverside County Flood Control and Water Conservation District (April 1978) Hydrology Manual VIII APPENDIX NOAA Atlas 14, Volume 6, Version 2 Average recurrence interval (years) �F-6-6-77-1 Location name: La Quints, California, US' Latitude: 33.6760°, Longitude: -116.3040° # Elevation: 46 ft` } „ 25 POINT PRECIPITATION FREQUENCY ESTIMATES 5 -min 0.070 1(0,058-0.084)1(0,089-0,129).[O Sarva Perica, Sarah Dielz, Sarah Heim, Lillian Hiner. Kazungu Mailaria Deborah Martin, Sandra Pavlovic, Isharm Roy. Carl Trypaluk. Dale UrwU'i. Fenglii Wary Whael Yekte. Tan Zhao, C.earfroy Bomin, Daniel Brewer, U -Chuan Chen, Tye Paraybok John Yarchow 0.302 38 [0 241-0.3] NOAA National Weather Service, Silver Spring, Maryland PF tabular I PF gimphica I Maps & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)l Average recurrence interval (years) �F-6-6-77-1 IDt:t tion� �-�F 5 10 „ 25 oo 200 500 1000 5 -min 0.070 1(0,058-0.084)1(0,089-0,129).[O 1 0.107 0.164 136.0.i89}: 0.217 (4.179-0.266) 0.302 38 [0 241-0.3] 0.t1379,493y�[0 [0.296- .356 -0.622)(0.425 -fl 786][0-528-1.06). (0.618-0 1,34) 0.235 - D.311 0-543 0-72 F 1 min F(()IO 3-L}.D121) (0.1280385] {0.195.0285] (0.256-0381) (0.345.0.549) (0.424-0704)l(0.51160892) [0. 09-21413] (0.7570-1.52) (O-886-1 .92) 0.121 0.1$5 0,284 0.376 0,524 0.657 0.812 0.996 1 1.29 1 1.57 15 -min {4.101-0_146] (0.154-0.224)' {0.235_0.345)' (0.310-0.461) (0.417.0.664) {0.512-0.851) (0.618-1.08) (0.736_1.36) I {0.915-7.84)! (1.07-2.32) 7-2 F -ID -A -17F-05-527 6 1.90 2. 30 -min (9.148 4214)'[0.2272-0329] (0.346.0.506) [0.455-0677] (0.613-0975)I.[0. 52-6125}. (0.907-1.59] (1.082,00) { {1.U-2.71} {1.5733.40) 0.251 0.388 0.589 O.T81 1.09 1.36 1.69 2.07 2.68 3.25 60 -min (0.209-0.303) (0,320-0.465) (0.490•D.715) (0.644-0.957) (0.867-1.38) (1.06-1,77) (1.28-2.24 F 1.53.2.83} {1.90-3.83} {2.22-4.81} 9-1 510 11 F 3.17 2- 910 2 (0,46 O 618):(0:6300.920) (0.815-21) 33 (7.671) (1.31-2.17) j 0 562. 3. 44401(0.2.422)' 1(2,25-4.53) 8hr 2,05,61) 4-25 F3 -hr {0.347 -❑.503); (0,501 8727) (0-732-85.07) [0.9411 1.401 (1.24--1. 7) [1.49-2,48] (1.7733.70}F .083851 (2.53 5.09) 12-90-6,28) - 0.543 0.779 1.13 1.46 1.97 2.41 2.92 3.50 4.40 5.20 fi hr [0.454-0.$57}; {0.609.0.943); (0,942-7.38} (7_201.7 (1.57-2.49) {1.88-3.12} (2.22-3 87} {2.56-4.78] (3.12-6,28) [3.55-7.88] 0.659 0.967 1.42 1.83 2.46 3.01 3.62 4.31 5.36 6.27 F12 -hr [0.550.0.797] (0.806.7.17) (1.58.1.73] 1 (1.51-2.25) [1.96-3.12) (2.34-3.89) 1 (2,75-0,80) 1 (3.18-5.89) {3.79-7.64} (4.29.9.27) 0 811 1.23 1.83 2.37 3.18 3.87 4.63 5,49 6.77 7.17 24 -hr (0.718-0.935) 11.48-1.02) (1.61-212) (2.07-2.78] (3.21-4:75) 1 (3.75.5,82) 1 (4.33-7,D9) (5.14-9,11) (5.78-10.9) 0.934 F 1.43 2-16 F 2.80 4.58 548 6.49 7.99 9.28 (0.826-1.08] (1.27-1.66) (1.90-250} (2.45.3.27)F-377 . 19 4.54) (3.61-5,63) (4A5-6.90] (5.13-$.39J {6.07-10.8)' [6.81-12.9) 1.40 1-54 2-34 3.04 4.09F 5.97 7.07 8.72 10,1 3day {0.885-1,15) {1.37.1.78] [2.06-2.71) [2.66-3,55) {3,47.4.93](4.84-7.51) (5.58-9.14) (6.61-117) (7.43-14.1), 4 -day .06 [4.940-7,23) 7.64 {145-1.90] 2A9 [2.79 2,88] 3.24 (2.83-3.T8] 4.36 (3,69 5,25] fi.36 {5-76-8-00} 7.53 [5.95.8 73} 9,29 {7.05-125) 10.$ 1 (7.82-15.4) 1.13 1.74 2-64 3.43 4.62 5.62 6.72 7.94 9.77 11.3 7 -day F10 {0.898-1.30]F 1.54.2.01) (2.32-3.05) . (3.00-4.00) (3.91-5,5fi] {4,65-680] {545-8,45) (6,27-10.3] (741-13.1) (8.31-15.7) 1.16 1.79 2.72 3.54 0.76 5.79 6.91 8.16 10.0 11.6 -day (5.02-1.34) (1-58-2-07) F(-2,39_3.14] (3.09 4.12] - [4.03-5.73] {4.60 7.17] (5.61-8.70) (6.45-10.6) (761-13.5) (8.51-16.1) 24�1ay 1'24 F(l.10-1.43) 1-95 1.0-73-2,25) 2.99 3.90 5.27 6.41 7.fi6 9.03 11.0 I 12,7 (2.63-3.46) [3.41-4.55] (4.46`6.34) (5.32-7.88) (6.21-9.63] (7.13.11.7) (837-148] (9.32 17,7} 30�1ay '32 1,53] 2.1i3.27 (1.87-244) (2.86-3.79) 4.29 (3.76-5.01) 5.82 (4.93.7,01) 7.09 (5.89-8.72) a.47 (6.87.10 7) 9.97 (7.87-12.9) 12,1 (9.21-16.3) 13.9 )[(,_,17 [10.2-19.4 45�iay ff 1.43 2.33 76-3 -7-458-0 6.53 7 7.98 9.53 11.2 13.6 15.6 (2.06-2.69) [3.20 4.21] (4.20 5.60) (5.54-7.87) (6.63-9.80) (7.73-12.0) (6.85-14.5) 1(10:3 18,3] {17.4-21.7) 1'51 2.50 3.96 5.25 7.16 5 10.5 12.3 10.9 17.0 60 -day (1.34-1,75) (2.21-2.89) (3_49-4,58) (458-6.12) {6.07-8.63} 708) F8�7 (s.49-13.2] (9.71-15.9] (11.3 20.1) [12.5.23.7] 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of parlial duration series {PPS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probablitty that precipitation frequency estimates (far a given duration and average recurrence interval) wlil be greater than the upper bound (or less than the lower bound) is 5% Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more infonnalion. BackIa TDg PF graphical i= W 1111.-P RCFCD SYNTHETIC UNIT HYDROGRAPH WORSHEETS z iR Y aku I S S& S 8 8 0 0 4 4 O G 8 o Q G d S E O p p d g p p p q q o 0 0 0 o O v O 0 0 d g p p 4 Q Q S� G SSS G C G C G G 4 q O � O b G 4 G O ti d a b ti d 0 0 0 d 0 0 yp o c o o d o 0 0 o d o o d 6.D o v a c c m O m nc�iV � v as ov. vv v �v vvvvv �g�g8g8`8g�$�ggg$8�g8� m � m m a a ocg�.l�� � � wN ~NNN N NNNNN N v v o 0 v F o ��.-rr rrr r r 8888sss88a8$88888$$8 ?o o d C G G G G G G 4 4 0 0 0 0 o O o 0 �$g�gg g�ooQ��s$sss$s PGOv a aoaooaovovoo �N7 F8888888 88$88888885 0 0 0 0 0 0 0 0 o G 9 0 0 0 0 0 4 P 4 4 ��p p pppppa pppoppp S N C 8$ 8 4 6 6 m O m O G O v O O O 0 O 6O 0 9 0 O C O d G O P Q o S O O o c 6 c o a o c o c a o c c v v v0 v 6 o O � mm 681818$$88888988888 N m O o 0 0 o G O o O C C G O O G G G 0.6 C� C� w n ay In LL C C G O r p p an. 4 C O C 9 d d O O C C O O W� pp pp pp pp p oo p6 q q q OO O MO 0 6 0 IO 0 5 5 G O O d O O G M. 0 0 0 4 G O P d v a �cgag Ir C 5 c E m ml+v-.00GC444Qe a e00000 Ec O O O r a r F PERCOLATION RATE (in/hr) DRYWELL DATA NUMBER USED PERCOLATION RATE (cam_ O A B C D 1 RCFCD SYNTHETIC UNIT HYDRQGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: IJAMES R. BAZUA. P. E. 5 6 PROJECT NAME LA QUINTA VILLAGE -1 7 IC1200 8 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON-51TE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 0.61 15 PAVING/HARDSCAPE 16 SF - 1 ACRE 17 SF- 112 ACRE 18 SF - 114 ACRE 19 MF - CONDOMINIUMS 20 MF -APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) Ell 29 LENGTH TO POINT OPPOSITE CENTROID (Loa) 120 30 31 ELEVATION OF HEADWATER 52 32 ELEVATION OF CONCENTRATION POINT 50.5 33 34 AVERAGE MANNINGS'N' VALUE 0.02 35 36 STORM FREQUENCY (YEAR) 10 37 38 POINT RAIN 39 3 -HOUR 1.14 40 6 -HOUR 1.46 41 24-HOUR 2.37 42 43 IBASIN CHARACTERISTICS: ELEVATION AREA PERCOLATION RATE (in/hr) DRYWELL DATA NUMBER USED PERCOLATION RATE (cam_ O RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT. BASIC DATA CALCULATION FORM SHORTCUT METHOD BY LAOUINTA VILLAGE -1 C1200 -S R. 6AZUA, P. E. DATE 71261P016 DURATION 3 -HOUR 6 -HOUR PHYSICAL DATA EFFECTIVE RAIN (in) 0.72 0.60 III CONCENTRATION POINT FLOOD VOLUME (cu -1t) (acre -ft) 1,603 0.04 1,536 0.04 1 REQUIRED STORAGE (cu -ft) (acre -ft) (21 AREA DESIGNATION 1,523 O.D3 1,538 0.04 PEAK FLOW (cfs) ON-SITE 0.51 131 AREA - ACRES P64AXIMUM WSEL fttl 0.610 4 L•FEET 311 5 L -MILES 0-059 [61 La -FEET 120.DO [71 La -MILES 0.023 181 ELEVATION OF HEADWATER 52 [91 ELEVATION OF CONCENTRATION POINT 50.5 1101H -FEET 1.5 11 I S•FEETIMILE 25.5 1121 S^0.5 5.05 13 L'LMS"0.5 0.000 f141 AVERAGE MANNINGS 'N' 0.02 151 LAG TIME -HOURS 0.02 T6 LAG T[Mra-MINUTES 1.3 171100% OF LAG -MINUTES 1.3 18] 20096 OF LAG -MINUTES 2.5 1191 UNIT TIME -MINUTES 10046.20036 OF LAG 5 24] TOTAL PERCOLATION RATE (cts) 0.00 RAINFALL DATA [1] SOURCE [21 FREQUENCY -YEARS 10 [31 DURATION: 3 -HOURS 6 -HOURS 24-14OURS 141 POINT RAIN INCHES Plate E-5.2 (51 [6] AREA 17[ AVERAGE POINT RAIN INCHES 181 POINT RAIN INCHES (Plate E-5.4) 191 [10] AREA [11] AVERAGE POINT RAIN INCHES [121 POINT RAIN INCHES Plate E-5.6] 1131 AREA [141 1151 AVERAGE POINT RAIN INCHES 1.14 0.610 1.00 1.14 1.46 0.610 1-00 1.46 2.37 0.619 1.00 2.37 0.00 0.00 0.00 0.00 O.f10 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;SUM [5] 0.B1 SUM [71 1[ 161 AREA ADJ FACTOR 171 ADJ AVG POINT RAW 1.14 SUM [9] 0,61 SUM [iii 1.46 1.000 1,46 SUM [13] 1 0.81 SUM [15] 2.37 1.000 1.000 1.14 1 2.37 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24-HOUR EFFECTIVE RAIN (in) 0.72 0.60 O.TO FLOOD VOLUME (cu -1t) (acre -ft) 1,603 0.04 1,536 0.04 1,551 0.04 REQUIRED STORAGE (cu -ft) (acre -ft) 11589 0.04 1,523 O.D3 1,538 0.04 PEAK FLOW (cfs) 0.60 0.51 0.12 P64AXIMUM WSEL fttl Plate E-2.1 Page 1 of 1 000fle$Q$888ss$88S$S8$ O g g$� g g o 0 o g 4u es 0 ei g 3 4 a O O O 4 6 G 4 0 Qei O C 6 O G G 4 d G 4 p Q G 4 G P,=i 0 9 4 `o n lam] o A W W W m m m W m m a] m m oa OG ro 7C ----------------- rn W ���ss$ssssgs$sgssgggs C M 1ti w h h fWh R- A A - - - O C p od a0 aO m W m m R 5 m m A 4 CC r O O O O O O O a O O Q m O Q d Q Q P a y au�OboGo 00 0 oCC OOOG C C ppp��� 8$ 888 S S888S. d$ S c. 'n GQGGC OG94G4 ci G 6 6C o i p p p p O O O Q p O O O 4 O O O Q 4 O O `�j Q G C GOO G C GOO O O O O O Q Q Q O d o in if p g p p p p p p p p pp pp pp pp pp C O O b b 4 0 0 0 O Q C 4 C 9 8 4 0 G G 0 0 0 0 0 0 m O � � 888.8$6645 $8mlz .668$8$ C5 O 4 C v b 4 0 0 G 4 0 0 0 v Q o d G In pp pp pp pp �,T ovi Qadoobaoc o0 o ddcc c 0 y o o G o p Q o O o v o o d d o O o G G O ip o O C r o d O —zA I MI III IM G d 4 0 O 4 4 0 0 fl O o 0 Cpppp p pp pa pp G G 6 G O G O O 4 6 C G O� OQ 0 0 0 O o 6 v C6 d O O co O Co C 4 4 Q Q ':2 z z z` z '� <n -R nRMR 2os rn g 2r'i r��-i ra�0000V�h00000voovo VoIq $ 5 4 4 4 0 4 O In r r N M r a O b a N m V 47 2 E W w 9 6 _ Q ` E o E ggg+++ n E 0° " m N O 3 �v t cv dr4 n � w o r� e r OD g R a E m YYrr n t�i e d pi4 �pL°g o Y E e E 93 ca �i W W mu. c n LU s n m � � fr t a � ga 000fle$Q$888ss$88S$S8$ O g g$� g g o 0 o g 4u es 0 ei g 3 4 a O O O 4 6 G 4 0 Qei O C 6 O G G 4 d G 4 p Q G 4 G P,=i 0 9 4 `o n lam] o A W W W m m m W m m a] m m oa OG ro 7C ----------------- rn W ���ss$ssssgs$sgssgggs C M 1ti w h h fWh R- A A - - - O C p od a0 aO m W m m R 5 m m A 4 CC r O O O O O O O a O O Q m O Q d Q Q P a y au�OboGo 00 0 oCC OOOG C C ppp��� 8$ 888 S S888S. d$ S c. 'n GQGGC OG94G4 ci G 6 6C o i p p p p O O O Q p O O O 4 O O O Q 4 O O `�j Q G C GOO G C GOO O O O O O Q Q Q O d o in if p g p p p p p p p p pp pp pp pp pp C O O b b 4 0 0 0 O Q C 4 C 9 8 4 0 G G 0 0 0 0 0 0 m O � � 888.8$6645 $8mlz .668$8$ C5 O 4 C v b 4 0 0 G 4 0 0 0 v Q o d G In pp pp pp pp �,T ovi Qadoobaoc o0 o ddcc c 0 y o o G o p Q o O o v o o d d o O o G G O ip o O C r o d O —zA I MI III IM G d 4 0 O 4 4 0 0 fl O o 0 Cpppp p pp pa pp G G 6 G O G O O 4 6 C G O� OQ 0 0 0 O o 6 v C6 d O O co O Co C 4 4 Q Q ':2 z z z` z '� <n -R nRMR 2os rn g 2r'i r��-i ra�0000V�h00000voovo VoIq $ 5 4 4 4 0 4 O In r r N M r a O b a N m V 47 2 E PERCOLATION RATE (in/hr) DRYWELL DATA NUMBER USED PERCOLATION RATE cfs O A B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY; JAMES R. BAZUA, P.E. P5 6 PROJECT NAME LA QUINTA VILLAGE - 2 7 01200 9 CONCENTRATION POINT DESIGNATION 1 10 AREA DESIGNATION ON-SITE 11 12 TRIBUTARY AREAS ACRES 13 14 COMMERCIAL 0.54 15 PAVINGIHARDSCAPE 16 SF - 1 ACRE 17 SF - 112 ACRE 18 SF - 114 ACRE 19 MF - CONDOMINIUMS 20 MF - APARTMENTS 21 MOBILE HOME PARK 22 LANDSCAPING 23 RETENTION BASIN 24 GOLF COURSE 25 MOUNTAINOUS 26 LOW LOSS RATE (PERCENT) 90% 27 28 LENGTH OF WATERCOURSE (L) 276 29 LENGTH TO POINT OPPOSITE CENTROID (1 -ca) 100 30 31 ELEVATION OF HEADWATER 51.5 32 ELEVATION OF CONCENTRATION POINT 50 33 34 AVERAGE MANNINGS'N' VALUE 0.Q2 35 36 STORM FREQUENCY (YEAR) 10 37 38 POINT RAIN 39 3 -HOUR 1.14 40 6 -HOUR 1.46 41 24-HOUR 2.37 42 43 BASIN CHARACTERISTICS: ELEVATION AREA PERCOLATION RATE (in/hr) DRYWELL DATA NUMBER USED PERCOLATION RATE cfs O RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT.- IBASIC DATA CALCULATION FORM SHORTCUT METHOD BY LA131JINTAVILLAGE-2 C1200 :5 R. BAZUA, P.E. DATE 712$12016 DURATION 3 -HOUR PHYSICAL DATA 24-HOUR _ 0.72 1 CONCENTRATION POINT 0.70 FLOOD VOLUME (cu -1t) (ac(e-ft) 1 1,359 0.03 [21 AREA DESIGNATIM HEWUIRED STORAGE (cu -h) (acre -ft) 1,407 0.03 ONSITE 1,362 0.03 131 AREA - ACRES 0.53 0.45 0.540 -- R L -FEET 276 5 L -MILES 0.052 [61 La -FEET 100,00 La -MILES 0.019 (81 ELEVATION OF HEADWATER M's L91 ELEVATION OF CONCENTRATION POINT 50 10 H -FEET 1.5 11 S-FEETIMILE 2B.7 [121 S1,0.5 5.36 131 L'LGAIS^0.5 0.000 [141 AVERAGE MANNINGS'N' 0.02 ri5j LAG TIME -HOURS 0.02 181 LAG TIME -MINUTES 1.1 171 100%OF LAG -MINUTES 1.1 18 20096 OF LAG -MINUTES 2.2 191 UNIT TIME- MIN UTE 5 f00%-200°1 OF LAG) 5 1241 TOTAL PERCOLATION RATE (cfs) 0.00 RAINFALL DATA [7] SOURCE [2] FREQUENCY -YEARS 10 3] DURATION: 3 -HOURS 6 -HOURS 24 -HOURS [4] [5) 161 [7] POINT AREA AVERAGE RAIN POINT INCHES RAIN Plate E-5.2 INCHES 181 POINT RAIN INCHES {'Plate E-5.41 (91 1101 AREA [11] AVERAGE POINT RAIN INCHES [t21 1131 POINT AREA RAIN INCHES (Plate E-5.6) [141 1151 AVERAGE POINT RAIN INCHES 1.14 0.540 1-00 1-14 1.46 0.540 1.00 1.46 2.37 0,540 1.00 2.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 000 0.00 0.00 0.00 0,001 0.00 SUM 151 0.54 SUM [71 1.14 1161 AREA ADJ FACTOR 1 000 11171 AW AVG POINT WAIN 1.14 SUM (9) 0.54 SUM [11 ] 1.46 1,000 1.46 SUM [13] 0.54 SUM [151 2.37 1.000 2.37 STORM EVENT SUMMARY DURATION 3 -HOUR G -HOUR 24-HOUR EFFECTIVE RAIN (m) 0.72 0.69 0.70 FLOOD VOLUME (cu -1t) (ac(e-ft) 1,419 0.03 1,359 0.03 1,373 0.03 HEWUIRED STORAGE (cu -h) (acre -ft) 1,407 0.03 1,348 0.03 1,362 0.03 PEAK FLOW (016) 0.53 0.45 0.11 MAXIMUM WSEL (it) Plate F-2.1 Page t of 1 S v s K o C a p p p pp pp oo pp ep HH� ca o pp B o OO Q S S $ $$OGOGOCG 4 3 F'7 t 4 o o a C d o 0 d 0 C O o 0 4 0 o p o 9- � v LL g g g q o q 4 0 0 0 LU �. 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C A� Z6 I W -- - - - - - - - - - - - - - - - - - tlp O �► a E -na-N m¢m¢ 2 113 CL" w c�sa m m pp (,y ; 4z x M, � ��o 25cq qua I a 9LL -r A _ 1 RCFCD SYNTHETIC UNIT HYDRQGRARH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: 5 6 PROJECT NAME CONCENTRATION POINT DESIGNATION AREA DESIGNATION Ilfi[:�i1t� Vi;IT:T COMMERCIAL PAVINGIHARDSCAPE SF-1ACRE SF - 112 ACRE SF - 114 ACRE MF - CONDOMINIUMS MF -APARTMENTS MOBILE HOME PARK LANDSCAPING RETENTION BASIN GOLF COURSE MOUNTAINOUS LOW LOSS RATE (PERCENT) LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT AVERAGE MANNINGS 'N' VALUE STORM FREQUENCY (YEAR) POINT RAIN 3 -HOUR 6 -HOUR 24-HOUR BASIN CHARACTERISTICS PERCOLATION RATE (in/hr) DRYW ELL DATA NUMBER USED PERCOLATION RATE (c#s) B �— JAMES R. BAZUA, P.E. LA QUINTA VILLAGE - 3 01200 1 DN -SITE ACRES 0.651 90% 334 120 48.8 47.15 0.02 101 1.14 1.46 2.37 ELEVATION O AREA 7*1 RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM SHORTCUT METHOD BY LA QUINTA VILLAGE - 3 C1200 :S R. BAZUA, P.E. DATE 7/26/2016 DURATION 3 -HOUR PHYSICAL DATA 24-HOUR EFFECTIVE RAIN (In) 0.72 1 I CONCENTRATION POINT 0.70 FLOOD VOLUME (cu-tt) (acre -ft) 1 1,636 0.04 121 AREA DESIGNATION REQUIRED STORAGE (cu -R) (acre -ft) 1.694 0.04 ON-SITE 1,639 0.04 3 AREA • ACRES 0.64 0.55 4.650 141A}OMUM WSEL (it} 4 L -FEET - 330 5 L -MILES 4.063 6 La -FEET 120.00 La -MILES 0.023 f81 ELEVATION OF HEADWATER 48.9 91 ELEVATION OF CONCENTRATION POINT 47.15 10H-FFEET 1.65 77 S-FEETIMILE 26.4 12 S"0.5 5.14 113 L"LCAIS^0.5 0.000 141 AVERAGEMANNINGS'N' 0,02 15 LAG TIME -HOURS 0.02 (161 LAG TIME -Ml LITES 1 3 It 711 Of)% OF LAG -MINUTES 1.3 1181200% OF LAG -MINUTES 2.6 191 UNIT TIME -MINUTES 100%-200% OF LAG 5 [241 TOTAL PERCOLATION RATE ds 0.00 RAINFALL DATA [11 SOURCE [21 FREQUENCY -YEARS 10 [31 DURATION: 3 -HOURS 6.1-IOURS 24 -HOURS [4) 151 [8I [71 POINT AREA AVERAGE RAIN POINT INCHES RAIN rplate E-5.21 INCHES 181 POINT RAIN INCHES .[Plate E-5.4 191 [101 AREA [i 1) AVERAGE POINT RAIN INCHES 1121 POINT RAIN INCHES (Plate E-5.6) [131 AREA [141 051 AVERAGE POINT RAIN INCHES 1.14 0.650 1,00 1.14 1.46 0.6501 i.00 1.46 237 0.650 1.00 2.37 0-00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .SUM (5) 0.65 SUM [7] 1.14 1761 AREA ADJ FACTOR 1.000 [171 ADJ AVG POINT RAIN 1.14 SUM [9] 1 0.65 SUM [11] 146 1.000 1.46 SUM [131 0.651 SUM [151 2.37 1.000 2.37 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24-HOUR EFFECTIVE RAIN (In) 0.72 0.69 0.70 FLOOD VOLUME (cu-tt) (acre -ft) 1,706 0.04 1,636 0.04 1,653 0.04 REQUIRED STORAGE (cu -R) (acre -ft) 1.694 0.04 1,623 0.04 1,639 0.04 (PEAK FLOW (CIS) 0.64 0.55 0.13 141A}OMUM WSEL (it} - Plate E-2.1 Page 1 011 F_ Lap I S n a tl 0 i a 38s8F$$8Sofl$$88.888838 IE a o d o v o v o v o 0 0 0 o c d o d o 0 0 On? pp p p p6 O a O C O O O O O 4 g 4 O O O O O O 0 6 G 6 O6 0 0 G C O f:5 C 4 v d o o O O C+ G G G G G O i m G G C 646d dP d GOOOO O Ci Ci uN7 °ti° W W W aTD W S9 �7' �mv o�'o m m o]RW oho, m m 'iiv+vMMsyy�yy nsncn�n.�-,F'ncr�+ �r(+��.••�����ii�n�yy N n N N N N N N N N N N N N mels � G m a d u`p�i `�u+�] m-3SO G O O 0 6 a Lp cm; 3�`8i,8$8��4v,�ge00000 o� mppp oo pp p��yypppppp v P P P P P d a o v v O G o o C P O v P oo riigg gggg4 g$ BE 8SSg C C P o O o o a U�j 7 o 0 0 0 8 8 0 oo a o $ g8 v v o 0 0 0 oov 0 0 oe5oescocavv eooe o0 ooe �$ysss���g�Qogssa�000aa oa¢` g v�og$g$S$g Qu, �B gao a$gggg O � u j p p e Q Q P G O O C 1 P O O O CJ # � N V f� Ctl1TC1 LL yrs i�'r, uai Voo 000a gg o4u00000 ���SS8gS8 8588888 co 00 � oO oCiOC [70 O0O o �DOd w� pp pp p p pppp a a pp 8888 p O G Q g a P O S S 8 8 8 8 8 8 8 c 4 Q 4 ¢ {�{+-�e� ,MMM ^en oAA' T m u Ozs~O 04 t-, 90 X69 zi m � Sga 4 0� a a G C C+ C G C+ O a� c O O v v 0 0 a a 4 4 4 v v 4 4 4 e d b a' w 4 j V N N m W c mm. T v u m a `v c � c E at rix mJ � O O � E a C C C � m !� -- L pppp [O LL- Cn+ Lb vLL C UP � AT 12 tz t w d m BO A E nn m 46Lu y�cv os4 m a C % b � b IN of v < F_ Lap I S n a tl 0 i a 38s8F$$8Sofl$$88.888838 IE a o d o v o v o v o 0 0 0 o c d o d o 0 0 On? pp p p p6 O a O C O O O O O 4 g 4 O O O O O O 0 6 G 6 O6 0 0 G C O f:5 C 4 v d o o O O C+ G G G G G O i m G G C 646d dP d GOOOO O Ci Ci uN7 °ti° W W W aTD W S9 �7' �mv o�'o m m o]RW oho, m m 'iiv+vMMsyy�yy nsncn�n.�-,F'ncr�+ �r(+��.••�����ii�n�yy N n N N N N N N N N N N N N mels � G m a d u`p�i `�u+�] m-3SO G O O 0 6 a Lp cm; 3�`8i,8$8��4v,�ge00000 o� mppp oo pp p��yypppppp v P P P P P d a o v v O G o o C P O v P oo riigg gggg4 g$ BE 8SSg C C P o O o o a U�j 7 o 0 0 0 8 8 0 oo a o $ g8 v v o 0 0 0 oov 0 0 oe5oescocavv eooe o0 ooe �$ysss���g�Qogssa�000aa oa¢` g v�og$g$S$g Qu, �B gao a$gggg O � u j p p e Q Q P G O O C 1 P O O O CJ # � N V f� Ctl1TC1 LL yrs i�'r, uai Voo 000a gg o4u00000 ���SS8gS8 8588888 co 00 � oO oCiOC [70 O0O o �DOd w� pp pp p p pppp a a pp 8888 p O G Q g a P O S S 8 8 8 8 8 8 8 c 4 Q 4 ¢ {�{+-�e� ,MMM ^en oAA' T m u Ozs~O 04 t-, 90 X69 zi m � Sga 4 0� a a G C C+ C G C+ O a� c O O v v 0 0 a a 4 4 4 v v 4 4 4 e d b a' A I B C D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET WORKSHEET PREPARED BY: PROJECT NAME CONCENTRATION POINT DESIGNATION AREA DESIGNATION TRIBUTARY AREAS COMMERCIAL PAVINGIHARDSCAPE SF - 1 ACRE SF - 112 ACRE SF - 114 ACRE MF - CONDOMINIUMS MF -APARTMENTS MOBILE HOME PARK LANDSCAPING RETENTION BASIN GOLF COURSE MOUNTAINOUS LOW LOSS RATE (PERCENT) LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID {I -Ca) ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT AVERAGE MANNINGS'N' VALUE STORM FREQUENCY (PEAR) POINT RAIN 3 -HOUR 6 -HOUR 24-HOUR BASIN CHARACTERISTICS: PERCOLATION RATE (in/hr) DRYWELL DATA NUMBER USED PERCOLATION RATE JAMES R. BAZUA, P.E. LA QUINTA VILLAGE - 4 01200 1 ACRES 1 0.931 dad 140 52.9 50.75 0.02 10 1.14 1.46 2.37 ELEVATION D AREA RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM SHORTCUT METHOD BY LA QUINTA VILLAGE - 4 01200 -5 R. DAZUA, P.E. DATE 7/26/2016 DURATION 3-H0UR 6 -HOUR PHYSICAL DATA EFFECTNE RAIN (inj 0.72 0.69 It I CONCENTRATION POINT FLOOD VOLUME {cu -if} (acre -ft) 2.443 0.06 2.341 0.05 t REQUIRED STORAGE (cu -W (acre4t) 2 AREA DESIGNATION 21322 0.05 2.345 0.)5 PEAK FLOW (cts) ON-SITE 0.18 (31 AREA -ACRES MAXIMUM WSEL (R) . 0.930 4 L -FEET 430 5 L -MILES 0.081 [61 La -FEET 140.00 [71 La -MILES 0.027 [81 ELEVATION OF HEADWATER 191 ELEVATION OF CONCENTRATION POINT 52.9 $0.75 10 H -FEET 2.15 11 S-FEETIMILE 26.4 T2 S'U.5 5.14 13 L'LCAIS^0.5 0.000 1141 AVERAGE MANNtNGS'N' 0.02 151 LAG TIME -HOURS 0.03 [161 LAG TIME -MINUTES 1.5 [171100% OF LAG -MINUTES 1.5 [$81200% OF LAG -MINUTES 3.0 [1191 UNIT TIME-MINUTESli D%.204'/n OF LAG 5 1241 TOTAL PERCOLATION RATE els 0.00 RAINFALL DATA [11 SOURCE (21 FREQUENCY -YEARS 10 31 DURATION: 3 -HOURS 8 -HOURS 24 -HOURS [41 POINT RAIN INCHES (Plate E-5.2) 151 (8) [71 AREA AVERAGE POINT RAIN INCHES 181 POINT RAIN INCHES Plate E-5.4 [91 110] AREA [111 AVERAGE POINT RAIN INCHES 1121 [131 [14] POINT AREA RAIN INCHES Plate E-5.6 [151 AVERAGE POINT RAIN INCHES 1.14 0.930 1.00 1.14 1.48 D.930 1.00 1.46 2.37 0.930 1.00 2.37 0.00 0-00 0.00 DAO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SU1v1 [51 0.93 SUM [71 1.14 SUM [91 [161 AREA ADJ TACTOR 1.000 I 1 1I ADJ AVG POINT RAIN 1.14 0.93 SUM [i I] 1.4$ SUM [131 1 0.93 SUM [151 1.000 1.46 2.37 1.000 2.37 STORM EVENT SUMMARY DURATION 3-H0UR 6 -HOUR 24-HOUR EFFECTNE RAIN (inj 0.72 0.69 0.70 FLOOD VOLUME {cu -if} (acre -ft) 2.443 0.06 2.341 0.05 2.354 0.05 REQUIRED STORAGE (cu -W (acre4t) 2.423 0.06 21322 0.05 2.345 0.)5 PEAK FLOW (cts) 0.91 0.18 0.19 MAXIMUM WSEL (R) . Plate E-2.1 Page 1 of 1 �d S d t E C ��"oSaoS888$$$$$8804$00 O a o 0 0 o v aP o v o 0 o c o o c c c o a a o 0 o d o 0 0 0 y d � 1, r,,:5 p d v o 0 0 o 0 0 0 o O 6 0 60 d d C G o v m o o m � vi v. ui Iri Isa �-: vi u. pui Iri Ipri vi vi .p:i uQ'i vi ri uo'i W � 7 �8p000000000088SSSS6 O a a 0 0 0 0 0 C1 0 0 0 d C O O O p6 6 d C md d p pp pp p �q d i m I�ri rn rn rn m m rn rn a� dl OI T� O� y4 Oo Q o❑ 0 0 - - - - - - - - - d 0 - - d N r� H m ggS�� c o o c v o 0 0 0 o d d o 0 o d o 0 0 0 o � 8 m $ g g$ g g g g-- Pv g- •---0 Pc 4PPQPQoo OG GOOOO O OGS 7 W 4 � 0 0 0 o a o 0 0 0 0 0 o v d c o d c d o o s o li 7 y o d G 0 0 0 d O O d G 4 0 P 4 O o o O a I� a C 4 0 G a 0 0 6 6 6 0 0 o v d O O G G 9 Iu � 0 0 0 0 o d o 0 o Qu g S S g$$ a o 0 0 0 0 0 0 0 G G G O G 4 G O O O o 0 0 o P v � -------------------- 6 enn----n---`-nn-n0 0 o C 4 b C d d a d a o 0 o e o a a €Q cl�17 17�D cwP c;:! 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O d p p r 0 0 0 0 0 G C p O G Q d O o 0 0 C d Lei v O 0 o v 0 tr A B C I 1 RCFCD SYNTHETIC UNIT HYDRGGRAPH 2 DATA INPUT SHEET 3 4 WORKSHEET PREPARED BY: 1JAMES R. BAZUA, P.E. 5 6 PROJECT NAME ILA ❑UINTA VILLAGE - 5 7 IC1200 CONCENTRATION POINT DESIGNATION AREA DESIGNATION TRIBUTARY AREAS COMMERCIAL PAV I NGIHARDSCAP E SF-1ACRE SF - 112 ACRE SF - 114 ACHE MF - CONDOMINIUMS MF - APARTMENTS MOBILE HOME PARK LANDSCAPING RETENTION BASIN GOLF COURSE MOUNTAINOUS LOW LOSS RATE (PERCENT) LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lca) ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT AVERAGE MANNINGS'N' VALUE STORM FREQUENCY (YEAR) POINT RAIN 3 -HOUR 6 -HOUR 24-HOUR BASIN CHARACTERISTICS: PERCOLATION RATE (in/hr) DRYWELL DATA NUMBER USED PERCOLATION RATE (cfs) ACRES Q 1 I 90%] 364 125 48.7 46.9 4.02 10 1.14 1.146 2.37 ELEVATION O AREA N RC FCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM SHORTCUT METHOD 6Y LA OLIINTA VILLAGF - 5 01200 -S R. RAZUA. P.E. DATE 7/26/2016 DURATION 3 -HOUR PHYSICAL DATA 24-HOUR EFFECTIVE RAIN (in) 0.72 1t CONCENTRATION POINT 0.70 FLOOD VOLUME (cu -K) ]acre -ft) 1 1,989 0.05 [21 AREA DESIGNATM REQUIRED STORAGE (cu -ft) (acre -1t1 2,058 O.D5 ON-SITE 11992 0.05 I3 AREA -ACRES 0.76 0.66 0.790 MAXIMUM W SEL (tt) 1.41L -FEET . 360 51 L -MILES 0-088 161 La -FEET 125.00 171 La -MILES 0.024 8 ELEVATION OF HEADWATER 43.7 J91 ELEVATION OF CONCENTRATION POINT 46.9 10H•FEET 1.8 17 S-FEETIMILE 26.4 12 SAO'S 5.14 13 L'LCA/SA0.5 0.000 td AVERAGE MANNINGS W 0-02 15 LAG TIME -HOURS 0.02 061 LAG TIME -MINUTES 1.3 [171 10D% OF LAG -MINUTES 1.3 [181 200°/e OF LAG -MINUTES 2-7 1191 UNIT TIME -MINUTES 100%-200% OF LAG) 5 241 TOTAL PERCOLATION RATE Itis] 0.00 RAINFALL DATA (1] SOURCE [2] FREQUENCY -YEARS to 131 DURATION - 3 -HOURS B -HOURS 24 -HOURS [4] POINT RAIN INCHES Plate E-5.2 151 AREA [6] [71 AVERAGE POINT RAIN INCHES 181 POINT RAIN INCHES Plate E-5.4 191 [101 AREA [11] AVERAGE POINT RAIN INCHES (12] POINT RAIN INCHES (Plate E-5.61 113) [141 AREA [151 AVERAGE POINT RAIN INCHES 1.14 0.790 1.00 1.14 }.46 0.790 1.00 1.46 2.37 0.790 1,00 2.37 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 O.DO 0.00 0.00 0.00 0-00 0.00 0.00 0.00 0.00 0-00 0-00 SUM [5] 0.79 SUM [7] 1.74 [161 AREA ADJ FACTOR 1.ODO ,1171 ADJ AVG POINT RAIN 1-14 SUM [9] 1 0.79 SUM [111 1.46 1,000 1.46 SUM 1131 1 0.79 SUM 1151 2.37 1.000 2.37 STORM EVENT SUMMARY DURATION 3 -HOUR S -HOUR 24-HOUR EFFECTIVE RAIN (in) 0.72 0.69 0.70 FLOOD VOLUME (cu -K) ]acre -ft) 2.076 0.05 1,989 0.05 2,009 0.05 REQUIRED STORAGE (cu -ft) (acre -1t1 2,058 O.D5 1,972 0105 11992 0.05 PEAK FLOW (CIS) 0.76 0.66 0.16 MAXIMUM W SEL (tt) . Plate E-2.1 Page 1 of I 2 d S$gSs�SC5 s8s�3888s8gg a G O e 60 0 0 0 0 o O v C G G o C G G � pp p p po pp p po pp a po pO pQ po pQ O O O O 4 O 4 4 4 4 4 4 4 4 4 0 0 4 0 0 4 o v O d G 6 G G n b m b Q O o 0 0 0 0 a o a a c o 0 m N � pp ppo� ----------- A--M1-M1--M1- O1 OM1/ M1 M1 G o o C G o O G p O d � f+l �'/ �fl u'f m Y5 u7 u7 �L] u'] IfJ IL5 119 1LY 1!1 47 gRoRvirctiY' - - r r - r - r -o---o"oE EoEo 5 0 0 nR 0 r �~mSS$$$8$�3$g$88888$$H8 ` G ausi$' 4"68 23 s 8$ o 0 ovo g g g Fj ---- v O O b b b b b 4 o G o 0 G 4 4 P 9 G G N 7 p 4c -= p p p p p Q p 0 0 0 c, O C O= Q bO z. 0 0 0 4 P a s Ci 0 0 0 0 a o o O v Oci O d _ �ggss�ss 00 g,:, aco s$$$ 0 o Q Q Q b d o 0 a G o 0 0 9 0 0 4 0 G O p C d C O C o b G O 5 cai �'ir �g�g$$$$goog vv oov ga a u`'S �y } s p p qq pp pp pp pp oo oo pp aa pp v 4 b 0 9 4 4 0 4 G 4 O 4 4 4 o 0 o d o 0 o d d o ci o 6 a 6 c 3m� M [+1 �'1 'n m m m m� m m m M m m t9 r r A 1+ f+ r M1 R M1 M1 w M1 M1 M1 R R R R R R IW M1 SQ a o 0 o d c v o 0 o v v d c c o d e d C � 7� T �-L a op N obbr A B C I D 1 RCFCD SYNTHETIC UNIT HYDROGRAPH 2 DATA INPUT SHEET WORKSHEET PREPARED BY: PROJECT NAME CONCENTRATION POINT DESIGNATION AREA DESIGNATION IBUTARY AREAS COMMERCIAL PAVINGIHARDSCAPE SF - 1 ACRE SF - 112 ACRE SF - 114 ACRE MF - CONDOMINIUMS MF - APARTMENTS MOBILE HOME PARK LANDSCAPING RETENTION BASIN GOLF COURSE MOUNTAINOUS LOW LOSS RATE (PERCENT) LENGTH OF WATERCOURSE (L) LENGTH TO POINT OPPOSITE CENTROID (Lea) ELEVATION OF HEADWATER ELEVATION OF CONCENTRATION POINT AVERAGE MANN INGS 'N' VALUE STORM FREQUENCY (YEAR) POINT RAIN 3 -HOUR 6 -HOUR 24-HOUR BASIN CHARACTERISTICS: PERCOLATION RATE (in/hr) DRYWELL DATA NUMBER USED PERCOLATION RATE JAMES R. BAZUA, P.E. LA QUINTA VILLAGE -6 C1200 ACRES I 300 $0 44.9 43.4 0.02 10 1.14 1.46 2.37 ELEVATION AREA O RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: BASIC DATA CALCULATION FORM SHORTCUT METHOD BY LAOUINTA VILLAGE -6 01200 :S R. BAZUA, P.E. DATE 7/26=16 DURATION 3 -HOUR PHYSICAL DATA 24-HOUR EFFECTIVE RAIN (in) 0.72 [11 CONCENTRATION POINT 0.70 (FLOOD VOLUME (cu -ft) (acre -H) 1 1,460 0.03 `2 AREA DESIGNATION REQUIRED STORAGE (cu -ft) (acrs-k) 1,511 0.03 ON-SITE 1,462 0.03 '3 AREA - ACRES 0.57 0.49 0.580 MAXIMUM WSEL (to '4 L -FEET 300 5 L -MILES 0.057 6 La -FEET 80.00 71 La -MILES 0.015 8 ELEVATION OF HEADWATER 44.9 [91 ELEVATION OF CONCENTRATION PAINT 43.4 10 H -FEET 15 1111 S-FEETIMILE 28:4 12 ".5 5.14 13 L'LCAISr0.5 0.000 114 AVERAGEMA14NINGS'N' 0.02 151 LAG TIME -HOURS 0.02 163 LAC] TIME -MINUTES 1.1 171 100% OF LAG -MINUTES 1.1 118120W* OF LAG -MINUTES 2.1 ( 191 UNITTIME -MINUTES 100%-2009'4 OF LAG 5 124) TOTAL PERCOLATION RATE {cls) 0.00 RAINFALL DATA [ 11 SOURCE [21 FREQUENCY -YEARS 10 131 DURATION: 3 -HOURS 6 -HOURS 2.4 -HOURS [41 151 [s] POINT AREA RAIN INCHES -(Plate E-52) [71 AVERAGE POINT RAIN INCHES [B] POINT RAIN INCHES Plate E-5.4 101 [10) AREA [111 AVERAGE POINT RAIN INCHES (12] [131 [141 POINT AREA RAIN INCHES Place E-5.61 [151 AVERAGE POINT RAIN INCHES 1.14 0.580 1.[10 1. f 4 1.46 0.580 1.00 1.46 2.37 0.5801 1.00 2.37 0.00 000 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -DO O.00 SUM [51 1 0.58 SUM [71 1161 AREA ADJ FACTOR ,1171 ADJ AVG POINT RAIN 114 SUM [91 0.56 SUM [111 1.46 1.000 1.46 SUM [131 0.38 SUM 11151 2.37 1.000 1010 1.14 2.37 STORM EVENT SUMMARY DURATION 3 -HOUR 6 -HOUR 24-HOUR EFFECTIVE RAIN (in) 0.72 0.69 0.70 (FLOOD VOLUME (cu -ft) (acre -H) 1,524 0.02 1,460 0.03 1,475 O.D3 REQUIRED STORAGE (cu -ft) (acrs-k) 1,511 0.03 1,448 0.03 1,462 0.03 PEAK FLOW (CIS) 0.57 0.49 0.12 MAXIMUM WSEL (to Plate E-2.1 Page 1 of 1 V. STREET CAPACITY ANALYSIS Vacant parcels designated for commercial development within La Quinta Village were identified and studied to determine the runoff discharge tributary to each vacant parcel under the existing -vacant condition as well as the projected commercially developed condition. The results were compared for all vacant commercial parcels in order to determine the increase in runoff due to 100°ro buildout within La Quinta Village (see APPENDIX "10 YEAR DISCHARGE STUDY MAP") The total additional runoff generated by commercial dcvelopment of existing vacant lots within La Quinta Village during the 10 year rain event is 9.89 cfs occurring along Calle Tampico where flows combine creating the worst case condition. Based on the Psomas Downtown Area Drainage Report, the downtown area is subject to flooding under the existing condition in the northern reaches of Avenida Bermudas, Desert Club Drive and all along Calle Tampico. Existing catch basins along Calle Tampico and the underground storm drain pipe fretwork do not have the capacity to convey the l4 -year peak storm runoff from the downtown area and adjacent neighborhood. Existing studies calculate runoff tributary to Calle Tampico during the 10 year peak storm event by combining 71 cfs from the area west of Avenida Bermudas with 41.5 cfs generated between Avenida Bermudas and Desert Club Drive for a total of 112.5 cfs under the existing condition_ Development of the existing vacant parcels within the study area for commercial use increases the discharge along Calle Tampico by 8.8%. RIVERSIDE COUNTY RATIONAL METHOD WORSHEETS Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 05/21/16 File:UNDEVELOPEDI.Out ------------------------------------------------------------------ SUBAREA 1 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT -------------------------------------------------------- ---------- ********* Hydrology Study Control Information ********** English (in --lb) Units used in input data file -------------------------------------------------____---------------- Program License Serial Number 6253 -------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 410.000(Ft.) Top (of initial area) elevation = 51.400(Ft.) Bottom (of initial area) elevation = 49.300(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00512 s(percent)= 0.51 TC = k(0.530)*[(1ength13)/(elevation change)]^0.2 Initial area time of concentration = 16.885 min. Rainfall intensity = 1.942(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.707 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.494(CF5) Total initial stream area 0.360(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.36 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:UNDEVELOPED2.out ------------------------------------------------------------------ SUBAREA 2 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------ Program License Serial Number 6253 -------------------------------------------------------------- Rational Method Hydrology Progxam based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++ti++i++ffff+++++++++++++++++++++++++4.1A...++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 275.000(Ft.) Top (of initial area) elevation = 51.400(Ft.) Bottom (of initial area) elevation = 50.000(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00509 s(percent)= 0.51 TC = k(0.530)*[(length^3)/(e2evation change)]^0.2 Initial area time of concentration = 14.410 min. Rainfall intensity = 2.132(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.721 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff 1.199(CFS) Total initial stream area = 0.780(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.78 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 19B9 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:UNDEVELOPED3.out ------------------------------------------------------------------ SUBAREA 3 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++i -A+++4++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 303.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 335.000(Pt.) Top (of initial area) elevation = 49.600(Ft.) Bottom (of initial area) elevation = 47.900(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00507 s(percent)= 0.51 TC = k(0.530)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 15.603 min. Rainfall intensity = 2.034(In/Fir) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.714 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff 0.944(CFS) Total initial stream area = 0.650(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.65 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:UNDEVELOPED4.out ------------------------------------------------------------------ SUBAREA 4 - UNDEVELOPED CONDITION 10 YEAR EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------------ Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, I hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919{1n/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++f+4-�...+++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 450.000(Ft_) Top (of initial area) elevation = 55.400(Ft.) Bottom (of initial area) elevation = 53.100(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00511 s(percent)= 0.51 TC = k(0.530)*[{length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.533 min. Rainfall intensity = 1.899(In/Hr) for a 1.0.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.704 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.313(CFS) Total initial stream area = 1.730(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 1.73 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:UNDEVELOPED5.out ------------------------------------------------------------------ SUBAREA 5 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------------ Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(ln/Hr) Slope of intensity duration curve = 0.5900 ff++++++f+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 505.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft_) Top (of initial area) elevation = 51.500(Ft.) Bottom (of initial area) elevation = 50.300(Ft.) Difference in elevation = 1.200(Ft.) slope = 0.00500 s(percent)= 0.50 TC = k(0.530)*{(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 13.695 min. Rainfall intensity = 2.197(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.725 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.466(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.92 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:UNDEVELOPED6.out ------------------------------------------------------------------ SUBAREA 6 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 --------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(ln/Hr) Slope of intensity duration curve _ 0.5900 ++++++++++++++++++++++++++++++++++++++f+++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 606.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 145.000(Ft_) Top (of initial area) elevation = 55.700(Ft.) Bottom (of initial area) elevation = 54.900(Ft.) Difference in elevation = 0.800(Ft.) Slope = 0.00552 s{percent}= 0.55 TC = k(0.530)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 10.977 min. Rainfall intensity = 2.503(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.743 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.205(CFS) Total initial stream area = 0.110(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.11 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:UNDEVELOPED7.out ------------------------------------------------------------------ SUBAREA 7 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6233 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation _ 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 +1-++++++++++1-11+++++++++++++++++++++++-...i+kt++t+++tttt++++++++++ Process from Point/Station 700.000 to Point/Station 707.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 245.000(Ft.) Top (of initial area) elevation = 47.100(Ft.) Bottom (of initial area) elevation = 45.900(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00490 s(percent)= 0.49 TC = k(0.530)*[(length^'I)/(elevation change)]^0.2 Initial area time of concentration = 13.866 min. Rainfall intensity = 2,181(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.729 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC i) = 71.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.553(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 1.000 End of computations, total study area 0.35 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction{Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software.(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:UNDEVELOPED8.out ------------------------------------------------------------------ SUDAREA 8 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: I hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++_1+++++++++++++++A.f++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 808.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000{Ft.} Top (of initial area) elevation = 46.400(Ft.) Bottom (of initial area) elevation = 45.200(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.530)*[(1ength^3)/(e1evation change)]^0.2 Initial area time of concentration = 13.695 min. Rainfall intensity = 2.197(ln/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.725 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff 0.558(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.35 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fracticn(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 05/21/16 File:UNDEVELOPED9.out SUBAREA 9 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 -------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++#++.A-+iat+tt...i..............++++++++++ Process from Point/Station 900.000 to Point/Station 909.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 255.000(Ft.) Top (of initial area) elevation = 48.700(Ft.) Bottom (of initial area) elevation = 47.400(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00510 s(percent)= 0.51 TC = k(0.530)*[(1ength^3)/(e1evation change)]^0.2 Initial area time of concentration = 13.977 min. Rainfall intensity = 2.171(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.724 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D = 0.000 RI index for soi1(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.241(CFS) Total initial stream area = 0.790(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.79 (Ac,) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADDICIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/15 File: UNDEVELOPED10. out ------------------------------------------------------------------ SUBAREA 10 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------------ Program License Serial Number 6253 --------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++f++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1010.000 **** INITIAL AREA FVALUAT10N **** Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation = 46.200(Ft.) Bottom (of initial area) elevation = 44.500(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00515 s(percent)= 0.52 TC = k(0.530)*[(1ength^3)1(elevation change)]^0.2 Initial area time of concentration = 15.463 min. Rainfall intensity = 2.045(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.715 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.696(CFS) Total initial stream area = 1.160(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 1.16 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 85.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date:: 06/21/16 File:UNDEVELOPED11.out ------------------------------------------------------------------ SUBAREA 11 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------------ Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++++++..+++++++++++++++++++++++++ Process from Point/Station 1100.000 to Point/Station 1111.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 435.000(Ft.) Top (of initial area) elevation = 39.600(Ft.) Bottom (of initial area) elevation 37.400(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00506 s(percent)= 0.51 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.333 min. Rainfall intensity = 1.912(ln/Hr) for a 10.0 year Storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.705 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for sail(AMC l) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.631(CFS) Total initial stream area = 1.210{Ac.} Pervious area fraction = 1.000 End of computations, total study area = 1.21 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:UNDEVELOPED12.out ------------------------------------------------------------------ SUBAREA 12 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++++++++a++++++++++++++++++++++++++++++ Process from Point/Station 1200.000 to Point/Station 1212.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 45.200(Ft.) Bottom (of initial area) elevation = 43.800(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00519 s(percent)= 0.52 TC = k(0.530)*[(1Pngth^3)/(elevation change)]^0.2 Initial area time of concentration = 14.252 min. Rainfall intensity = 2.146(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.722 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.899(CFS) Total initial stream area = 0.580(Ac.) Pervious area fraction = 1.000 End of computations, total study area = 0.58 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06121116 File:UNDEVELOPED13.out ------------------------------------------------------------------ SUBAREA 13 - UNDEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------------ Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent. Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++++A•++ftt++ftf+ttt......+++++++.+++++ Process from Point/Station 1300.000 to Point/Station 1313.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 290.000(7t.) Top (of initial area) elevation = 43.900(Ft.) Bottom (of initial area) elevation = 42.400(Ft.) Difference in elevation = 1.500(Ft.) Slope = 0.00517 s(percent)= 0.52 TC = k(0.530)*[{length^3)/(e1evation change)]^0.2 Initial area time of concentration = 14.672 min. Rainfall intensity = 2.109(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.720 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 71.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff 0.865�CFS) Total initial stream area = 0.570tAc.) Pervious area fraction = 1.000 End of computations, total study area = 0.57 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 86.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGH Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED1.0ut ------------------------------------------------------------------ SUBAREA I - DEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English {in -lb} Units used in input data file Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++tt+f+F+-+++4i+++++++++++++++++++++++++t++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 410.000(Ft.) Top (of initial area) elevation = 51.400(Ft.) Bottom (of initial area) elevation = 49.300{Ft.} Difference in elevation = 2.100(Ft.) Slope = 0.00512 s(percent)= 0.51 TC = k(0.300)*[(length^3)/(el.evation change)]^0.2 Initial area time of concentration = 9.558 min. Rainfall intensity = 2.716(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.851(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.36 (Rc.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(C) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED2.out ------------------------------------------------------------------ SUBAREA 2 - DEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.350(In.) 100 year, I hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++t+++++++++++++++++++++++++++++++f+++++++++++ Process from Point/Station 200.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 275.000(Ft.) Top (of initial area) elevation = 51.400(Ft.) Bottom (of initial area) elevation = 50.000(F't.) Difference in elevation = 1.400(Ft.) Slope = 0.00509 s(percent)= 0.51 TC = k(0.300)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 8.156 min. Rainfall intensity = 2.983(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.029(CFS) Total initial stream area = 0.780(Ac.} Pervious area fraction = 0.100 End of computations, total study area = 0.78 {Ac.} The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/15 File:DEVELOPEU3.out ------------------------------------------------------------------ SUBAREA 3 - DEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 -------- --------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(ln.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 303.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 335.000(Ft.) Top (of initial area) elevation = 49.600(Ft.) Bottom (of initial area) elevation W 47.900(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00507 s{percent}= 0.51 TC = k{0.300}*[(1ength^3)/{elevation change)] -"0.2 Initial area time of concentration = 8.832 min. Rainfall intensity - 2.846(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.611(CFS) Total initial stream area = 0.650(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.65 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program. CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED4.out ------------------------------------------------------------------ SUBAREA 4 - DEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year �- 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++++++++++++++f++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 450.000(Ft.) Top (of initial area) elevation = 55.400(Ft.) Bottom (of initial area) elevation = 53.100(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00511 s(percent)= 0.51 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.924 min. Rainfall intensity = 2.657(in/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.998(CFS) Total initial stream area = 1.730(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.73 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADDICIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED5.out ------------------------------------------------------------------ SUBAREA 5 - DEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 505.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft..) Top (of initial area) elevation = 51.500(Ft.) Bottom (of initial area) elevation = 50.300(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300)*[(length^3)I(elevation change)]^0.2 Initial area time of concentration = 7.752 min. Rainfall intensity = 3.074(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.468(CFS) Total initial stream area = 0.920{Ac.} Pervious area fraction = 0.100 End of computations, total study area = 0.92 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED6.out ------------------------------------------------------------------ SUBAREA 6 - DEVELOPED CONDITION 10 YEAR EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(in.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 +++++++++++++1+1+1-++-1+++++++++++++++++-f++++++++t++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 606.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 145.000{Ft.} Top (of initial area) elevation = 55.700(Ft.) Bottom (of initial area) elevation = 54.900{Ft.} Difference in elevation = 0.800{Ft.} Slope = 0.00552 s(percent)= 0.55 TC = k(0.300)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 6.213 min. Rainfall intensity = 3.502(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.337(CFS) Total initial stream area = 0.110(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.11 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 05/21/15 File:7DEVELOPED7.out SUBAREA 7 -- DEVELOPED CONDITION 10 YEAR RAIN EVENT ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in -lb) Unita used in input data file ------------------------------------------------------------------ Program License Serial Number 6253 ----------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++++++++++++++++t+++k+++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 707.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 245.000(Ft.) Top {of initial area) elevation = 47.100(Ft.) Bottom (of initial area) elevation = 45.900(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00490 s(percent)= 0.49 TC = k(0.300)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration— 7.848 min. Rainfall intensity = 3.051(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.932(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.35 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 59.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGH Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED8.out SUBAREA 8 - DEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------------ Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++ i•+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 808.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft_) Top (of initial area) elevation = 46.400(Ft.) Bottom (of initial area) elevation 45.200(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00500 s(percent)= 4.50 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.752 min. Rainfall intensity = 3.074(ln/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.939(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.35 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Axea averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,{c} 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED9.out ------------------------------------------------------------------ SUBAREA 9 - DEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 +++++++++++++++++.1-++a++++++++++++++++++++a++++++++++++++++++++++++ Process from Point/Station 900.000 to Point/Station 909.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 255.000(Ft.) `Pop (of initial area) elevation = 48.700(Ft.) Bottom (of initial area) elevation = 47.400(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00510 s(percent)= 0.51 TC = k(0.300)*Hlength^3)/{elevation change}]^0.2 Initial area time of concentration = 7.911 min. Rainfall intensity = 3.037(ln/Hr) for a 10.0 year Storm COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group D = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil�AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.093(CF5) Total initial stream area = 0.790{Ac.} Pervious area fraction = 0.100 End of computations, total study area = 0.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED10.out SUBAREA 10 - DEVELOPED CONDITION 10 YEWAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ----------------------------------- Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 }+t++++++++++++++++1++14-111" ..................................... Process from Point/Station 1000.000 to Point/Station 1010.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 330.000(Ft.) Top (of initial area) elevation = 46.200(Ft.) Bottom (of initial area) elevation = 44.500(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00515 s(percent)= 0.52 TC = k(0.300)*[(length^3)/(elevat.i.on change)]^0.2 Initial area time of concentration = 8.753 min. Rainfall intensity = 2.861(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient T 0.871 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group ❑ = 0.000 RI index for soil(AMC 1) = 99.80 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 2.892{CFS) Total initial stream area = 1.160(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.16 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED11.out ------------------------------------------------------------------ SUBAREA 11 - DEVELOPED CONDITION ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) - 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(Iri.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++++++++++++++++++++t+++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1100.000 to Point/Station 1111.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 434.000(Ft.) Top (of initial area) elevation = 39.600(Ft.) Bottom (of initial area) elevation = 37.400(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00507 s(percent)= 0.51 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.798 min. Rainfall intensity = 2.677(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) _ 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.818(CFS) Total initial stream area = 1.210{Ac.) Pervious area fraction = 0.100 End of computations, total study area = 1.21 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap] = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED12.out _-------------------------------------------------------------------- SUBAREA 12 DEVELOPED CONDITION 10 YEAR RAIN EVENT ----------------------------------------------------------------------- ********* Hydrology Study Control Information ********** English (i.n-lb) Units used in input data file Program License Serial Number 6253 ------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 ++.1.1A41.+++++++++++++++++++.4-++-1+++++++++++++t+++++++++++++++++tt++ Process from Point/Station 1200.000 to Point./Station 1212.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 45.200(Ft.) Bottom (of initial area) elevation = 43.800(Ft.) Difference in elevation = 1.400(Ft.) Slope - 0.00519 s{percent}= 0.52 TC = k(0.300)*{(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 8.067 min. Rainfall intensity = 3.002(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B � 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.519(CFS) Total initial stream area = 0.580(Ac.) Pervious area fraction = 0.100 End of computations, total study area = 0.58 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 06/21/16 File:DEVELOPED13.out ------------------------------------------------------------------ SUBAREA 13 - DEVELOPED CONDITION 10 YEAR RAIN EVENT ********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file ------------------------------------------------------------- Program License Serial Number 6253 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.380(In.) 100 year, 1 hour precipitation = 1.690(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.919(In/Hr) Slope of intensity duration curve = 0.5900 +++++++++I++++++++++++++++ff++++f++++++++++++++++++++++++++.++++++ Process from Point/station 1300.000 to Point/Station 1313.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 290.000(Ft.) Top (of initial area) elevation = 43.900(Ft.) Bottom (of initial area) elevation = 42.400(Ft.) Difference in elevation = 1.500(Ft.) Slope = 0.00517 s{percent}= 0.52 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.305 min. Rainfall intensity = 2.951(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 1) = 49.80 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.467(CFS) Total initial stream area = 0.570{Ac.} Pervious area fraction = 0.100 End of computations, total study area = 0.57 {Ac.} The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 69.0 AVENUE 52 W LEGEND CD . . . . . . . . . . . COMMERCIAL DEVELOPED CU . . . . . . . . . . . COMMERCIAL UNDEVELOPED 10 YEAR STORM RETENTION VOLUME SUBAREA AREA (ac.) VOLUME (CU.FT.) BASIN AREA (AT 4' DEEP) 1O 0.61 1,590 1,370 S.F. O2 0.54 1,410 1,300 S.F. O3 0.65 1,695 1,450 S.F. ® 0.93 2,425 1,850 S.F. O5 0.79 2,060 19620 S.F. © 0.58 1,510 1,355 S.F. 4.1 8,945 S.F. 2,181 S.F./ACRE GRAPHIC SCALE F SCALE 1"-200° 0 100 200 400 600 800 m Q 0 w z 0 a ry w a 0 ry Q r CD C5 i d i 75 i O Q i / CD L 0) CD c - 0j / LJ v rn d CJ J 0 0 N_ U N U N O i Q / J l_7 3 ca W D a:w 3:O z z w a)w U U LA QUINTA COMMUNITY FITNESS CENTER CALLE TAMPICO CD CU O 0 D 0 0.78 1.20 2.03 C 0.65 � � CD C El p C �5 /AVENUE 52 � _ CU W ry 0 M D J U LEGEND . . . . . . . . . DIRECTIONAL FLOW ARROW CD . . . . . . . . . . . COMMERCIAL DEVELOPED CU . . . . . . . . . . . COMMERCIAL UNDEVELOPED 10 YEAR INCREASE IN RUNOFF DUE TO DEVELOPMENT (ASSUMES NO ON-SITE RETENTION) PRE -DEVELOPMENT POST DEVELOPMENT SUBAREA AREA (ac.) DISCHARGE (Q10 CFS) DISCHARGE (Q10 CFS) 1� 0.36 0 0.85 0 0.78 1.20 2.03 CD 0.65 � � CU 1.73 p 4.00 �5 0.92 1.47 2.47 06 0.11 0.21 0.34 /AVENUE 52 � _ CU W ry 0 M D J U LEGEND . . . . . . . . . DIRECTIONAL FLOW ARROW CD . . . . . . . . . . . COMMERCIAL DEVELOPED CU . . . . . . . . . . . COMMERCIAL UNDEVELOPED 10 YEAR INCREASE IN RUNOFF DUE TO DEVELOPMENT (ASSUMES NO ON-SITE RETENTION) PRE -DEVELOPMENT POST DEVELOPMENT SUBAREA AREA (ac.) DISCHARGE (Q10 CFS) DISCHARGE (Q10 CFS) 1� 0.36 0.49 0.85 �2 0.78 1.20 2.03 �3 0.65 0.94 1.61 O4 1.73 2.31 4.00 �5 0.92 1.47 2.47 06 0.11 0.21 0.34 O7 0.35 0.55 0.93 08 0.35 0.56 0.94 9O 0.79 1.24 2.09 10 1.16 1.70 2.89 11 1.21 1.63 2.82 12 0.58 0.90 1.52 13 0.57 0.87 1.47 14.07 23.96 INCREASE IN RUNOFF DUE TO DEVELOPMENT OF EXISTING VACANT COMMERCIAL PARCELS WITHIN LA QUINTA VILLAGE . . . . . . . . . . . . 9.89 CFS GRAPHIC SCALE SCALE 1"=100' 0 50 100 200 300 400 15 • Engineering • Planning • Survey • Environmental The Altum Group 73-710 Fred Waring Drive, Suite 219, Palm Desert, CA 92260 t. 760.346.4750 TheAltumGroup.com f. 760.340.0089