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31681 (7)992 99 - cN � L y� HH APR 1 2 2005 CIVIL ENGINEERING: SURVEYING 109 EASTTHIRDSTREET p U r,asm SAN BERNARDINO, CALIFORNIA 92410 TELEPHONE 909 -884 -8217 FAX 909-889-0153 PLAN PCN U 1BER PleasM.. use. this Plan Check Number�'(pC On all Correspondence while plans are in plan check. - • 11 1 ti i TRACT NO.31681 OYDROLOGY STUD XCLUSIVE OF TR- 31681 -1 & Z ANDALUSIA @ CORAL MOUNTAIN CITY OF LA QUINTA January 12, 2005 c ES } C040692 a *� EXP. 3 3 f-0: Cf V 11. ,t�� OF I }} A CORPORATION CIVIL ENGINEERING: SURVEYINC:PLANNING:ARCHITECTURE 109 East 3rd Street Tel: (909) 884 -8217 San Bernardino, CA 92410 Fax: (509) 889 -0153 t . Fes' �.. i i'i TALE OF CONTENTS ITEM PAGE 1. DISCUSSION AND SUMMARY ...... ............................... 1 2. PROJECT SITE MAPS ................... ............................... 2 3. SOIL GROUPS & MAP ................... ............................... 3 -4 4. 100- YEAR, 1 -HOUR ISOHYTALS MAP ............................ 5 5. HYDROLOGY INPUT TABLE, ....... ............................... 8 -12 6. CIVILD /CIVILDESIGN PROGRAM OUTPUT ................... 13 -141 7. TYPICAL STREET CROSS SECTION AND STREET ' CAPACITY TABLES ................... ............................... 142 -158 8. DRAINAGE MAPS .................... ...........................Back Pocket IDISCUSSION AND SUMMARY ' INTRODUCTION: The purpose of this study is to analyze proposed drainage patterns in and around Tract 31681. Witch is part of the Coral Mountain Project master - planned community bounded by Avenue 58 ' on the north, Monroe street on the east, Madison street on the west, Avenue 60 on the south and APN'S 764 - 200 -18 & 764 - 200 -19 on the northeast. OVERALL HYDROLOGY: Offsite run -off will be conveyed along perimeter streets at low points and into the project via storm drain systems to onsite golf courses and lakes. All onsite run -off will also be collected through a system of storm drains and into the lakes. HYDROLOGY METHODOLOGY: The calculated run -off flows are depicted on the enclosed Drainage Maps. All run -off values are calculated using the rational method as outlined in the 1978 Riverside County Hydrology Manual, assuming: a) 100 year storm frequency. b) 1 -hour rainfall intensity = 1.60 in/hr. c) Slope on the intensity duration curve = 0.58 d) Residential cover @ commercial & 3 - 4 u.p.a. All flows were calculated using "RRIV.EXE ", a Riverside County Rational Hydrology Program by CivilcaddlCivildesign engineering software, version 6.4, 1989 -2001. HYDRAULIC METHODOLOGY: All computed depths of flow were based on the manning's equation. Various interior and perimeter streets were spot checked for adequate hydraulic capacity per the table found in the street hydraulic section of this report. Manning calculations for typical street section capacities are based on the following: 1. Standard street cross - sections provided hereon; 2. Custom concrete v -gutter and "0" curb face; 3. A manning's roughness coefficient of 0.015 for the street & parkway. CONCLUSION: ' Detailed analysis indicated that a 100 -year, 1 -hour storm event over the fully developed onsite watershed will produce peak flows that can be conveyed by the interior streets sections into the proposed catch basins and through a storm drain to the golf courses and the lakes. Supplemental Hydraulic calculations will be submitted at a later date per each tract phase. 11 r ' •f' - .'� ;- " � - r S. b^t`�'f -;i' ;i.: "Qt`t. :'�t;..._• -'c N r n dI IS 'fR n3tiiltd • , r+ f �' ! t L 331 iiI'JC7�'� t ' oln: - _•iii._. 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K 0 e. z D r n a" 0 C) v P op -7m, a m r �r 1n Z L� TII PER'. 1� l 1 1 1 l' 1 1 1 1 f 2 a 1 2 a a a 7 7 1 7 I 7 3 RAINFALL PATTERNS IN PERCENT 3 -HOUR STORM I 6 -HOUR STORM I 24 -HOUR STORM It "IN I"IN I"I.N 3MNIM 00 P90145 PERIOD PERIOD Ptl!l0D 1 1.7 2.6 3.7 •.5 ! l.1 2.• ♦.• 10.0 3 1.1 3.3 5.1 13.9 4 1.• 3.3 4.9 17.4• I 1.5 3.3 6.6 29.9 I La 3.. 7.3 to .3 T 1.5 4.4 a.4 6.0 1 I.a 4.2 9.0 f.f 1 1.6 b.3 11.3 11.6 10 1.5 S.1 11.E 14•♦ it 1.6 6.4 1•.I 25.1 !' 1.• 6.9 ..! 4.4 { t.t 7.3 3.2 � a.t 1.0 . { 1.t 4:9.f 1 4.3 1 t•0 14.1 4.7 I t.6 3.• 5.4 19 .• t.l 6.f D t•7 1 3.3 1.6 10.0 1 3.1 a•e 1..5 1 1.9 2.a 3.4 � 3.0 3 1.0 5 3.1 3.s 6 4.1 3.9 7 b.0 ..t • 3.5 ..S o e.• 4.6 0 1.3 •.i 1 6. •.T a 5.t 9 ••1 3 1.0 10.3 a 1.6 8.4 5 l.a 1.1 6 •• .5 TINE "IN I"IN I"IN 49 PERIOD ►14100 PERIOD Play" WIN PERt00 1 .5 1.1 1.7 3.6 1 .• l.t 1.9 4.3 3 .6 1.3 1.91 4.11 4 •6 1.4 a.2 4.9 5 .6 1.. 2.4 b.3 6 .7 1.5 8.4 •.6 T .7 1.6 2.4 6.0 • .7 1.6 2.5 f.f 9 •2 t•• 1.6 11.6 10 :7 7 1.6 a.l 14•♦ it .1 1.6 2.6 25.1 It .• 1.7 3.0 4.4 13 .• 1.1 3.2 14 .• 1.0 3.6 15 .•' 1.• 4.3 1• .• 1.6 4.7 5.4 19 .• t.l 6.f t1 .• 1.6 10.0 at ./ a•e 1..5 83 .• 2.a 3.4 a4 ..2 9 3 1.0 as .t 3.s 16 •0 3.9 a7 .0 ..t t1 .9 ..S 19 .9 4.6 36 .9 •.i 31 .9 •.T 3t .9 ••1 73 1./ 10.3 74 1.0 8.4 3• 1./ 1.1 36 1./ .5 37 1.0 3f 1.1 39 1.1 ./ 1.l " I3 41 t•3 43 1.4 44 1.4 49 1.5 44 1.6 47 1.6 4• 1.6 Tint S-NIN PERIOD PERIOD 49 1.1 50 1.a 51 1.9 52 2.0 s V2.1 b. 1.l 55 t.t 56 2.3 57 2.4 is 1.4 so 2.5 e0 t.6 61 3•l 62 3.9 63 3.f' 66 4.t 6S 4.7 66 f.6 67 l.o 6e .o w .e To .! 71 .3 it •2 NOTES: -I. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939. 2. 24 -hour patterns based on the general storm of March 2 9 3,1936. TINE Is-%I" 30-PIN G"I" PERI00 PERI00 PERIOD PERIOD .1 .7 .4 .3 .3 .3 •4 .4 •4 .5 .e .f .f .f .e .a .7 .T .e .1 •1 .9 .9 1.f l.o 1.0 1.1 s.e 1.7 1.5 1.5 1.0 1.1 1.9 t.0 t.l :.e 1.5 1.5 t.0 1.9 l.9 1.1 1.6 .s .7 •6 .1 1.0 1.0 1.1 1.3 l.s 1.3 1.6 1.• t.0 2.1 !.5 3.0 7.3 3.0 4.3 3.0 4.0 3.e 3.5 5.1 N 4. s1 5.1 ..7 3.e .e 1.f .9 .5 .7 .b .6 •5 .s .5 •4 •4 .4 l.t 1.3 1.• t.l 2.6 8.9 3.• 6.3 •.a 1.0 7.3 10.• 11.4 10.. 1.4 1.9 1a 1.: 1.1 l.o .f .a TINE 15-01N PERIOD PERI00 L.5 1.6 t.e 1.v 3.4 3.4 1.3 1.3 a.7 2.6 t.6 t.S 1.4 1.3 1.9 1.9 .3 .3 .5 .a .5 .4 .4 .3 .3 .3 13 .3 .3 .2 .3 .L .3 .2 .3 .L .2 22 .L .2 .2 ■ ■ ■ ■ ■ ■■ ■:tom �.Mi!:yyi.��. ■■■ NNE■■■■■ O■■ / ■M-m -T == ..■m MOOSE ■ ■■■�..�..� ■■■■■/! i■■■o■■ ti'. 1?fiJii■! �T7/■■/■ .. ■ ■ ■■ ■ \ ■/ i / ■ ■ ■■ ■11=1 \:�71i�!��r■ � _\ i1J��:■■ ■ ■ ■ ■ ■ ■ /!��.■ ■ ■ ■���� ■ ■ ■ ■ ■_ ■ ■ ■ ■ ■■ ■ ■ ■►. ■o!L ■■ Iii; Jri■■■■■lr t. 7�i■■\ O'► f/;i■ ■ ■ ■ ■ ■ ■\ ■ ■ ■■:: was ■ ■ ■ ■ ■m/!z: ■ ■ ►. ■ ■I. % ■ ■laY.i ■ ■ ■ ■■"7ma pi //. 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Top (of initial area) elevation = 46.500(Ft.) Bottom (of initial area)'elevation = 39.910(Ft.) Difference in elevation = 6.590(Ft.) Slope = 0.00834 s(percent)= 0.83 TC = k(0.390) *[ {length^3) /(elevation change)]"0.2 Initial area time of concentration = 14.651 min. Rainfall intensity = 3.624(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 13.236(CFS) Total.initial stream area = 4.570(Ac.) Pervious area fraction = 0.500 14 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 67.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 21.693(CFS) Depth of flow = 0.501(Ft.), Average velocity = 2.642(Ft/s) * * * * * ** Irregular Channel Data * * * * * * * * * ** r ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.65 2 10.00 0.25 3 11.00 0.00 4 12.00 0.17 5 24.00 0.41 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub- Channel flow = 10.847(CFS) ' I flow top width = 20.268(Ft.) ' ' velocity = 2.642(Ft/s) ' area = 4.106(Sq.Ft) ,I ' I Froude number = 1.034 Information entered for subchannel numbe r 2 Point number IX' coordinate 'Y' coordinate �1 1 24.00 0.41 2 36.00 0.17 3 37.00 0.00 4 38.00 0.25 ' 5 48.00 0.65 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub- Channel flow = 10.847(CFS) ' I flow top width = 20.268(Ft.) ' ' velocity= 2.642(Ft/s) area = 4.106(Sq.Ft) Froude number = 1.034 Upstream point elevation = 39.910(Ft.) Downstream point elevation = 33.170(Ft.) Flow length = 1124.000(Ft.) Travel time = 7.09 min. Time of concentration = 21.74 min. Depth of flow = 0.501(Ft.) Average velocity = 2.642(Ft/s) Total irregular channel flow = 21.693(CFS) Irregular channel normal depth above invert elev. = 0.501(Ft.) ' Average velocity of channel(s) = 2.642(Ft/s) Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.780 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 ' /� Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.883(In /Hr) for a 100.0 year storm Subarea runoff = 13.132(CFS) for 5.840(Ac.) Total runoff = 26.369(CFS) Total area = 10.410(Ac.) /W/ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 31.000 to Point /Station 67.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.410(Ac.) Runoff from this stream = 26.369(CFS) Time of concentration = 21.74 min. Rainfall intensity = 2.883(In /Hr) 17 k, ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 68.000 to Point /Station 67.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 632.000(Ft.) Top (of initial area) elevation = 38.000(Ft.) Bottom (of initial area) elevation = 33.170(Ft.) ' Difference in elevation = 4.830(Ft.) Slope= 0.00764 s(percent)= 0.76 TC = k(0.390) *[(length^3) /(elevation change)]^0.2 Initial area time of concentration = 13.637 min. ' Rainfall intensity = 3.778(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.730(CFS) Total initial stream area = 2.220(Ac.) Pervious area fraction = 0.500 M s ' /a . +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 68.000 to Point /Station 67.000 * * ** CONFLUE:NCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.220(Ac.) Runoff from this stream = 6.730(CFS) Time of concentration = 13.64 min. Rainfall intensity = 3.778(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 26.369 21.74 2.883 2 6.730 13.64 3.778 Largest stream flow has longer time of concentration Qp = 26.369 + sum of Qb Ia /Ib 6.730 * 0.763 5.135 Qp = 31.503 Total of 2 streams to confluence: Flow rates before confluence point: 26.369 6.730 Area of streams before confluence: 10.410 2.220 Results of confluence: Total flow rate = 31.503(CFS) Time of concentration = 21.743 min. Effective stream area after confluence = 12.630(Ac.) /9 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 67.000 to Point /Station 69.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 34.808(CFS) Depth of flow = 0.573(Ft.), Average velocity = 3.085(Ft /s) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.65 2 10.00 0.25 3 11.00 0.00 4 12.00 0.17 5 24.00 0.41 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub- Channel flow = 17.404(CFS) ' flow top width = 22.082(Ft.) ' velocity= 3.085(Ft /s) ' ' area = 5.642(Sq.Ft) ' Froude number = 1.075 Information entered for subchannel number 2 Point number 'X' coordinate 'Y' coordinate 1 24.00 0.41 2 36.00 0.17 3 37.00 0.00 4 38.00 0.25 5 48.00 0.65 Manning's 'N' friction factor = 0.015 ----------------------------------------=------------------------ Sub- Channel flow = 17.404(CFS) ' flow top width = 22.082(Ft.) ' velocity= 3.085(Ft /s) ' area = 5.642(Sq.Ft) ' Froude number = 1.075 Upstream point elevation = 33.170(Ft.) Downstream point elevation = 29.000(Ft.) Flow length = 695.000(Ft.) Travel time = 3.75 min. Time of concentration = 25:50 min. Depth of flow = 0.573(Ft.) Average velocity = 3.085(Ft /s) Total irregular channel flow = 34.808(CFS) Irregular channel normal depth above invert elev. = 0.573(Ft.) Average velocity of channel(s) = 3.085(Ft /s) Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.772 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 20 zi Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.628(In /Hr) for a 100.0 year storm Subarea runoff 5.375(CFS) for 2.650(Ac.) Total runoff = 36.879(CFS) Total area = 15.280(Ac.) 11. zi +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 69.000 to Point /Station 70.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 24.000(Ft.) Downstream point /station elevation = 22.000(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 36.879(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 36.879(CFS) Normal flow depth in pipe = 17.58(In.) Flow top width inside pipe = 15.51(In.) Critical depth could not be calculated. Pipe flow velocity = 17.14(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 25.58 min. 2 Iz +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 69.000 to Point /Station 70.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.280(Ac.) Runoff from this stream 36.879(CFS) Time of concentration = 25.58 min. Rainfall intensity = 2.624(In /Hr) 0 23 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 71.000 to Point /Station 72.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 29.900(Ft.) Bottom (of initial area) elevation = 27.840(Ft.) Difference in elevation = 2.060(Ft.) Slope = 0.00286 s(percent)= 0.29 TC = k(0.390) *[(length"3) /(elevation change))A0.2 Initial area time of concentration = 17.486 min. Rainfall intensity = 3.271(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.157(CFS) Total initial stream area = 2.380(Ac.) Pervious area fraction = 0.500- 24 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 72.000 to Point /Station 70.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 23.340(Ft.) Downstream point /station elevation = 22.000(Ft.) Pipe length = 88.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 6.157(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow = 6.157(CFS) Normal flow depth in pipe = 9.52(In.) Flow top width inside pipe = 9.72(In.) Critical depth could not be calculated. Pipe flow velocity = 9.21(Ft /s) ' Travel time through pipe = 0.16 min. Time of concentration (TC) = 17.65 min. r r 20 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 72.000 to Point /Station 70.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.380(Ac.) Runoff from this stream = 6.157(CFS) Time of concentration = 17.65 min. Rainfall intensity = 3.254(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In /Hr) 1 36.879 25.58 2.624 2 6.157 17.65 3.254 Largest stream flow has longer time of concentration Qp = 36..879 + sum of Qb Ia /Ib 6.157 * 0.806 = 4.964 Qp = 41.843 Total of 2 streams to confluence: Flow rates before confluence point: 36.879 6.157 Area of streams before confluence: 15.280 2.380 Results of confluence: Total flow rate = 41.843(CFS) Time of concentration = 25.575 min. Effective stream area after confluence = 17.660(Ac.) 2 Co ttt+++++ t+++++++++++ t++++++ t++++++++++ t t + + +++ft + +t + + +.t + +t + ++ ++t + + + + ++ Process from Point /Station 70.000 to Point /Station 73.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 22.000(Ft.) Downstream point /station elevation = 15.000(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.009 No. of pipes. = 1 Required pipe flow = 41.843(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 41.843(CFS) Normal flow depth in pipe = 14.81(In.) Flow top width inside pipe = 19.15(In.) Critical depth could not be calculated. Pipe flow velocity = 23.05(Ft /s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 25.68 min. End of computations, total study area = 17.66 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 ,Z7 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681II.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA II1 & II2 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681II.OUT ------------------------ I ------------------------------------------------ Hydrology Study Control Information * * * * * * * * ** English (in -lb) units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1976 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) , For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 r +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 74.000 to Point /Station 75.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 638.000(Ft.) Top (of initial area) elevation = 38.700(Ft.) Bottom'(of initial.,area) elevation = 33.310(Ft.) Difference in elevation = 5.390(Ft.) ' Slope = 0.00845 s(percent)= 0.84 TC = k(0.390) *Hlength^3) /(elevation change)) ^0.2 Initial area time of concentration = 13.417 min. ' Rainfall intensity = 3.814(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B-= 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 9.373(CFS) Total initial stream area = 3.060(Ac.) Pervious area fraction = 0.500 t � r 29 III 3D +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 75.000 to Point /Station 76.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 13.784(CFS) Depth of flow = 0.436(Ft.), Average velocity = 2.105(Ft /s) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate ' 1 0.00 0.45 2 10.00 0.25 3 11.00 0.00 4 12.00 0.17 5 24.00 0.41 ' Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub - Channel flow = 6.892(CFS) flow top width = 23.291(Ft.) velocity= 2.105(Ft /s) ' area = 3.275(Sq.Ft) ' ' Froude number = 0.989 Information entered for subchannel number 2 Point number 'X' coordinate 'Y' coordinate 1 24.00 0.41 2 36.00 0.17 3 37.00 0.00 4 38.00 0.25 5 48.00 0.45 Manning's 'N' friction factor = 0.015 ' ----------------------------------------------------------------- Sub- Channel flow = 6.892(CFS) ' ' flow top width = 23.291(Ft.) ' ' velocity= 2.105(Ft /s) ' ' area = 3.275(Sq.Ft) ' ' Froude number = 0.989 Upstream point elevation = 33.310(Ft.) Downstream point elevation = 30.450(Ft.) ' Flow length = 462.000(Ft.) Travel time = 3.66 min. Time of concentration = 17.08 min. ' Depth of flow = 0.436(Ft.) Average velocity = 2.105(Ft /s) Total irregular channel flow = 13.784(CFS) Irregular channel normal depth above invert elev. = 0.436(Ft.) Average velocity of channel(B) = 2.105(Ft /s) Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.792 Decimal fraction soil group A 0.000 - Decimal fraction soil group B = 1.000 ' Decimal fraction soil group C = 0.000 3D Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.316(In /Hr) for a 100.0 year storm Subarea runoff = 7.564(CFS) for 2.880(Ac.) Total runoff = 16.937(CFS) Total area = 5.940(Ac.) End of computations, total study area = 5.94 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.500 Area averaged RI index number = 56.0 31 ' Riverside County Rational Hydrology Program ' CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681JJ.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN AREA JJ1 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA ' FILEs 31681JJ.OUT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** ' English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm'event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 32 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 77.000 to Point /Station 78.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 31.400(Ft.) Bottom (of initial area) elevation = 28.380(Ft.) ' Difference in elevation = 3.020(Ft.) Slope = 0.00581 s(percent)= 0.58. TC = k(0.390) *[(lengthA3) /(elevation change)]'0.2 Initial area time of concentration = 13.325 min. ' Rainfall intensity = 3.829(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.568(CFS) Total initial stream area = 2.460(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 2.46 (Ac.) The following figures may . ' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 ' Area averaged RI index number = 56.0 33 ' Riverside County Rational Hydrology Program ' CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Dater 11/18/04 File:31681KK.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA KR1 & KR2 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681KK.OUT ---------- ------------ ------ -------- ------------ ----------- ------------- ********* Hydrology Study Control Information * * * * * * * * ** ' English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District ' 1978 hydrology manual Storm-event (year) = 100.00 Antecedent Moisture Condition = 2 ' Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 3¢ +++++++++++++++++++++++++++++++t+++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 79.000 to Point /Station 80.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 38.000(Ft.) Bottom (of initial area) elevation = 33.380(Ft.) Difference in elevation = 4.620(Ft.) Slope = 0.00462 s(percent)= 0.46 TC = k (0.940)' *[(length'3) /(elevation change)]'0.2 Initial area time of concentration = 43.672 min. Rainfall intensity = 1.924(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.624 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.943(CFS) Total initial stream area = 1.620(Ac.) Pervious area fraction = 1.000 3S 1 3 �7 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 80.000 to Point /Station 81.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** ' Estimated mean flow rate at midpoint of channel = 4.661(CFS) Depth of flow = 0.447(Ft.), Average velocity = 1.690(Ft /s) * * * * * ** Irregular Channel Data * * * * * * * * * ** Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.91 2 12.00 0.67 3 12.17 0.00 4 14.00 0.16 5 46.00 0.80 ' 6 46.00 1.30 Manning's 'N' friction factor = 0.015 ' ----------------------------------------------------------------- Sub - Channel flow = 4.661(CFS) ' I flow top width = 16.298(Ft.) ' ' velocity= 1.690(Ft /s) area = 2.758(Sq.Ft) ' Froude number = 0.724 Upstream point elevation = 33.380(Ft.) ' Downstream point elevation = 28.300(Ft.) Flow length = 1587.000(Ft.) Travel time = 15.65 min. Time of concentration = 59.32 min. Depth of flow = 0.447(Ft.) Average velocity = 1.690(Ft /s) Total irregular channel flow = 4.661(CFS) ' Irregular channel normal depth above invert elev. = 0.447(Ft.) Average velocity of channel(s) = 1.690(Ft /s) Adding area flow to channel COMMERCIAL subarea type ' Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' Rainfall intensity = 1.611(In /Hr) for a 100.0 year storm Subarea runoff = 6.308(CFS) for 4.530(Ac.) 1 Total runoff = 8.251(CFS) Total area = 6.150(Ac.) 3 �7 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 81.000 to Point /Station 84.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 24.000(Ft.) Downstream point /station elevation = 15.000(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 8.251(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 8.251(CFS) Normal flow depth in pipe 7.79(In.) Flow top width inside.pipe = 11.45(In.) Critical depth could not be calculated. Pipe flow velocity = 15.28(Ft /s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 59.54 min. End of computations, total study area = 6.15 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.337• Area averaged RI index number = 57.3 37 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681KK3.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA KK3 * * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681KK3.OUT -------------=---------------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file -------7---------------------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 FWC +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 83.000 to Point /Station 82.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 33.100(Ft.) Bottom (of initial area) elevation = 29.520(Ft.) Difference in elevation = 3.580(Ft.)" Slope = 0.00716 s(percent)= 0.72 TC = k(0.390) *[(length"3) /(elevation change)]. ^0.2 Initial area time of concentration = 12.580 min. Rainfall intensity = 3.959(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 Decimal fraction soil group A = 0.000 Decimal fraction soil group B'=.1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.052(CFS) Total initial stream area = 2.210(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 2.21 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 3q9 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04' File:31681LL.out ------------------------------------------------------------------------ ' 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA LL1 & LL2 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA - - -- - FILE: - 31681LL.OUT ----------- - - - - -- ------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** tEnglish (in -lb) Units used in input data file --------=--------------------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 585 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) ' 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) ' Slope of intensity duration curve = 0.5800 7 1 40 +.+}.....+ t+++ t+++ t++........++++++.... . +t + + + } + + + +t + + +f.....tt.t +t.ttt Process from Point /Station 85.000 to Point /Station 86.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 400.000(Ft.) Top (of' initial area) elevation = 29.260(Ft.) Bottom (of initial area) elevation = 28.300(Ft.) Difference in elevation = 0.960(Ft.) Slope = 0.00240 s(percent)= 0.24 TC = k(0.300) *[(length"3) /(elevation change))"0.2 Initial area time of concentration = 11.013 min. Rainfall intensity = 4.277(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction'soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.792(CFS) Total initial stream area = 1.270(Ac.) Pervious area fraction = 0.100 1� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 86.000 to Point /Station 87.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 24.000(Ft.) Downstream point /station elevation = 23.500(Ft.) Pipe length = 96.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 4.792(CFS) Nearest computed pipe diameter. = 15.00(In.) Calculated individual pipe flow = 4.792(CFS) Normal flow depth in pipe = 9.35(In.) Flow top width inside pipe = 14.54(In.) Critical Depth = 10.65(In.) Pipe flow velocity = 5.96(Ft /s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 11.28 min. 42 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 86.000 to Point /Station 87.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.270(Ac.) Runoff from this stream = 4.792(CFS) Time of concentration = 11.28 min. Rainfall intensity = 4.218(In /Hr) 43 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 88.000 to Point /Station 87.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 450.000(Ft.) Top (of initial area) elevation = 33.500(Ft.) Bottom (of initial area) elevation = 30.000(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.00778 s(percent)= 0.78 TC = k(0.390) *[(length^3) /(elevation change))A0.2 Initial area time of concentration = 11.863 min. Rainfall intensity = 4.097(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.808 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.537(CFS) Total initial stream area = 2.880(Ac.) Pervious area fraction = 0.500 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 88.000'to Point /Station 87.000 * *. ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.880(Ac.) Runoff from this stream = 9.537(CFS) Time of concentration = 11.86 min. Rainfall intensity = 4.097(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 4.792 11.28 4.218. 2 9.537 11.86 4.097 Largest stream flow has longer time of concentration Qp = 9.537 + sum of Qb Ia /Ib 4.792 * 0.971 = 4.655 Qp = 14.192 Total of 2 streams to confluence: Flow rates before confluence point: 4.792 9.537 Area of streams before confluence: 1.270 2.880 Results of confluence: Total flow rate = 14.192(CFS) Time of concentration 11.863 min. Effective stream area after confluence = 4.150(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 87:000 to Point /Station 89.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size)-**** Upstream point /station elevation = 23.300(Ft.) Downstream point /station elevation = 19.300(Ft.) Pipe length = 219.00(Ft.) , Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 14.192(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 14.192(CPS) Normal flow depth in pipe = 11.02(In.) Flow top width inside pipe = 17.54(In.) Critical Depth = 16.64(In.) Pipe flow velocity = 12.53(Ft /s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 12.15 min. End of computations, total study area = 4.15 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.378 Area averaged RI index number = 56.0 MW ' Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software;(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681MM.out ------------------------------------------------------------------------ ' 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * ** AREA MM1 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA ' FILE: 31681MM.OUT--_-- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file --------------------- - -------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 585 r--------------------------------------- --------- ----- -- ---- - - - - -- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District ' 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 ' Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) ' Slope of intensity duration curve = 0.5800 � 47 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 90.000 to Point /Station 91.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 480.000(Ft.) Top (of initial area) elevation = 45.700(Ft.) Bottom (of initial area) elevation = 41.400(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00896 s(percent)= 0.90 TC = k(0.390) *[(1ength^3) /(elevation change)]^0.2 Initial area time of concentration = 11.834 min. Rainfall intensity = 4.102(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.808 r Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.396(CFS) Total initial stream area = 2.230(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 2.23 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 .49 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681NN.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA NN1 & NN2 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681NN.OUT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 90.000 to Point /Station 92.000 *. * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 45.300(Ft.) Bottom (of initial area) elevation = 41.000(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00694 s(percent)= 0.69 TC = k(0.390) *((length'3) /(elevation change)]'0.2 Initial area time of concentration = 13.798 min. Rainfall intensity = 3.753(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.546(CFS) Total initial stream area = 2.840(Ac.) Pervious area fraction = 0.500 WIN +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 92.000 to Point /Station 93.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 10.998(CFS) Depth of flow = 0.405(Ft.), Average velocity = 2.125(Ft /s) * * * * ** *.Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.45 2 10.00 0.25 3 11.00 0.00 4 12.00 0.17 5 28.00 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub- Channel flow = 5.499(CFS) ' flow top width = 21.530(Ft.) velocity= 2.125(Ft /s) ' area = 2.588(Sq.Ft) Froude number = 1.080 Information entered for subchannel number 2 : Point number 'X' coordinate 'Y' coordinate 1 28.00 0.49 2 44.00 0.17 3 45.00 0.00 4 46.00 0.25 5 56.00 0.45 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------_------- Sub- Channel flow = 5.499(CFS) flow top width = 21.530(Ft.) '. velocity= 2.125(Ft /s) ' area = 2.588(Sq.Ft) Froude number = 1.080 Upstream point elevation = 41.000(Ft.) Downstream point elevation = 36.720(Ft.) Flow length = 550.000(Ft.) Travel time = 4.31 min. Time of concentration = 18.11 min. Depth of flow = 0.405(Ft.) Average velocity = 2.125(Ft /s) Total irregular channel flow = 10.998(CFS) Irregular channel normal depth above invert elev. = 0.405(Ft.) Average velocity of channel(s) = 2.125(Ft /s) Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot). Runoff Coefficient = 0.789 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.205(In /Hr) for a 100.0 year storm Subarea runoff = 4.123(CFS) for 1.630(Ac.) Total runoff 12.668(CFS) Total area = 4.470(Ac.) End of computations, total study area = 4.47 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 z ' Riverside County Rational Hydrology Program ' CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:3168100.out ------------------------------=----------------------------------------- ' 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA 001 * * * * * * * * * * ** TD DESERT DFsV, CITY OF LA QUINTA, CALIFORNIA - - - - -- FILE-3168100.OUT-- 1 ---------- - - - - -- -------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** ' English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering,_ San Bernardino, CA - SIN 585 ------ ------------- ---- ------------ --- - ----- ------ ---------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the l Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) ' Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) ' Slope of intensity duration curve = 0.5800 � 53 ' +++++++++++++++++++++++++++++++++++++++ + + +..... . + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 94.000 to Point /Station 95.000 * * ** INITIAL AREA EVALUATION * * ** � 54 t ' Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 37.800(Ft.) Bottom (of initial area) elevation = 33.440(Ft.) Difference in elevation = 4.360(Ft.) Slope = 0.01090 s(percent)= 1.09 TC = k(0.390) *((length"3) /(elevation change)1^0.2 Initial area time of concentration = 10.578 min. ' Rainfall intensity = 4.378(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.411(CFS) Total initial stream area = 1.520(Ac.) ' Pervious area fraction = 0.500 End of computations, total study area = 1.52 (Ac.) The following figures may ' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0' � 54 t Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681PP.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA PP1 & PP2 * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681PP.OUT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 -------------------------------------------------------- - --------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Canyon Lake ] area used. 10 year storm 10 minute intensity = 2.200(In /Hr) 10 year storm 60 minute intensity = 0.930(In /Hr) 100 year storm 10 minute intensity = 3.310(In /Hr) 100 year storm 60 minute intensity = 1.400(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.400(In /Hr) Slope of intensity duration curve = 0.4800 55 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 94.000 to Point /Station 96.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 37.800(Ft.) Bottom (of initial area) elevation = 32.320(Ft.) Difference in elevation = 5.480(Ft.) Slope = 0.00668 s(percent)= 0.67 TC = k(0.390) *Hlength^3)/(elevation change)]^0.2 Initial area time of concentration = 15.545 min. Rainfall intensity = 2.677(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.773 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Initial subarea runoff = 6.957(CFS) Total initial stream area = 3.360(Ac.) Pervious area fraction = 0.500 10M, 1 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 94.000 to Point /Station 96.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.360(Ac.) Runoff from this stream = 6.957(CFS) ' Time of concentration = 15.55 min. Rainfall intensity = 2.677(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 68.000 to Point /Station 96.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 38.000(Ft.) Bottom (of initial area) elevation = 32.320(Ft.) Difference in elevation = 5.680(Ft.) Slope = 0.01136 s(percent)= 1.14 TC = k(0.390) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 11.470 min. Rainfall intensity = 3.098(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.786 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.992(CFS) Total initial stream area = 2.460(Ac.) Pervious area fraction = 0.500 99 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 68.000 to Point /Station 96.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.460(Ac.) Runoff from this stream = 5.992(CFS) Time of concentration = 11.47 min. Rainfall intensity = 3.098(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1' 6.957 15.55 2.677 2 5.992 11.47 3.098 Largest stream flow has longer time of concentration Qp = 6.957 + sum of Qb Ia /Ib 5.992 * 0.864 = 5.178 Qp = 12.136 Total of 2 streams to confluence: Flow rates before confluence point: 6.957 5.992 Area of streams before confluence: 3.360 2.460 Results of confluence: Total flow rate = 12.136(CFS) Time of concentration = 15.545 min. Effective stream area after confluence = 5.820(Ac.) End of computations, total study area = 5.82 (Ac.)' The following figures may be used for a unit.hydrograph study of the same area. Area averaged pervious area fraction(Ap) 0.500 Area averaged RI index number = 56.0 59 Riverside County Rational Hydrology Program ' CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681QQ.out. ------------------------------------------------------------------------ ' 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA QQ1 & QQ2 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681QQ.OUT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - S/N 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Canyon Lake ] area used. 10 year storm 10 minute intensity = 2.200(In /Hr) 10 year storm 60 minute intensity = 0.930(In /Hr) 100 year storm 10 minute intensity = 3.310(In /Hr) 100 year storm 60 minute intensity = 1.400(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.400(In /Hr) Slope of intensity duration curve = 0.4800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 97.000 to Point /Station 98.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 680.000(Ft.) Top (of initial area) elevation = 34.300(Ft.) Bottom (of initial area) elevation = " 29.480(Ft.) Difference in elevation = 4.820(Ft.) Slope = 0.00709 s(percent)= 0.71 TC = k(0.390) *H length'3) /(elevation change)] "0.2 Initial area time of concentration = 14.255 min. Rainfall intensity = 2.791(In /Hr) for a 10.0.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.312(CFS) Total initial stream area = 2.910(Ac.) Pervious area fraction = 0.500 6) 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 97.000 to Point /Station 98.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.910(Ac.) Runoff from this stream = 6.312(CFS) Time of concentration = 14.25 min. Rainfall intensity = 2.791(In /Hr) 2. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 99.000 to Point /Station 98.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 33.300(Ft.) Bottom (of initial area) elevation = 29.480(Ft.) Difference in elevation = 3.820(Ft.) Slope = 0.00764 s(percent)= 0.76 TC = k(0.390) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 12.417 min. ' Rainfall intensity = 2.982(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.876(CFS) Total initial stream area = 1.660(Ac.) ' Pervious area fraction = 0.500 63 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 99.000 to Point /Station 98.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.660(Ac.) Runoff from this stream = 3.876(CFS) Time of concentration = 12.42 min. Rainfall intensity = 2.982(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 6.312 14.25 2.791 2 3.876 12.42 2.982 f Largest stream flow has longer time of concentration Qp•= 6.312 + sum of Qb Ia /Ib 3.876 * 0.936 = 3.628 Qp = 9.939 Total of 2 streams to confluence: Flow rates before confluence point: 6.312• 3.876 Area of streams before confluence: 2.910 1.660 Results of confluence: Total flow rate = 9.939(CFS) Time of concentration = 14.255 min. Effective stream area after confluence = 4.570(Ac.) End of computations, total study area = 4.57 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number =1 56.0 / ,41 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date:.11 /18/04 File:31681RR.out --------- - -------------------------------------------------------------- 100-YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA RR1, RR2 & RR3 * * * * * * * * * * ** TD DESERT DEV,.CITY OF LA QUINTA, CALIFORNIA ' FILE: 31681RR - OUT - -- - ---- - - - - -- ********* Hydrology Study Control Information * * * * * * * * ** ' English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data- 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 I 65 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 101.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 28.620(Ft.) Bottom (of initial area) elevation = 25.790(Ft.) Difference in elevation = .2.830(Ft.) Slope = 0.00354 s(percent)= 0.35 TC = k(0. 300) *[(length^3) /(elevation change)] ^0.2 Initial area time of concentration = 13.447 min. Rainfall intensity = 3.809(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.313(CFS) Total initial stream area = 2.180(Ac.) Pervious area fraction = 0.100 WE- �. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 9.795(CFS) Depth of flow = 0.562(Ft.), Average velocity = 1.971(Ft /s) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------- -------- ---- ----------- ------- -- -- -------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.91 2 12.00 0.67 3 12.17 0.00 4 14.00 0.16 5 46.00 0.80 6 46.00 1.30 Manning's 'N' friction factor = 0.015 ---------------------------------------------------------------- Sub - Channel flow = 9.795(CFS) ' ' flow top width = 22.089(Ft.) ' I velocity= 1.971(Ft /s) ' ' area = 4.970(Sq.Ft) ' ' Froude number = 0.732 Upstream point elevation = 25.790(Ft.) Downstream point elevation = 23.710(Ft.) Flow length 700.000(Ft.) Travel time. = 5.92 min. Time of concentration = 19.37 min. Depth of flow = 0.562(Ft.) Average velocity = 1.971(Ft /s) Total irregular channel flow 9.795(CFS) ' _ Irregular channel normal depth above invert elev. _ 0.562(Ft.) - Average velocity of channel(s) 1.971(Ft /s) Adding area flow to channel COMMERCIAL subarea type ' Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.083(In /Hr) for a 100.0 year storm Subarea runoff = 4.002(CFS) for 1.480(Ac.) Total runoff = 11.315(CFS) Total area = 3.660(Ac.) �. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.000 to Point /Station 102.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.660(Ac.) Runoff from this stream = 11.315(CFS) Time of concentration = 19.37 min. Rainfall intensity = 3.083(In /Hr) el +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 102.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 604.000(Ft.) Top (of initial area) elevation = 26.460(Ft.) Bottom (of initial area) elevation = 23.710(Ft.) Difference in elevation = 2.750(Ft.) Slope = - 0.00455 s(percent)= 0.46 TC = k(0.300) *Hlength^3) /(elevation change)1 ^0.2 Initial area time of concentration = 11.426 min. Rainfall intensity = 4.187(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.056(CFS) Total initial stream area = 1.640(Ac.) Pervious area fraction = 0.100 M +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.000 to Point /Station 102.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.640(Ac.) Runoff from this stream = 6.056(CFS) Time of concentration = 11.43 min. Rainfall intensity = 4.187(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 11.315 19.37 3.083 2 6.056 11.43 4.187 Largest stream flow has longer time of concentration Qp = 11.315 + sum of Qb Ia /Ib 6.056 * 0.736 = 4.459 Qp = 15.774, Total of 2 streams to confluence: Flow rates before confluence point: 11.315 6.056 Area of streams before confluence: 3.660 1.640 Results of confluence: Total flow rate = 15.774(CFS) Time of concentration = 19.366 min. Effective stream area after confluence = 5.300(Ac.) End of computations, total study area = 5.30 (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 = 56.0 70 Riverside County Rational.Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681SS.out ------------------------------------------------------------------------ 100-YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA SS1, SS2, SS3 & SS4 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681SS.00T ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) ' 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 7/ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.000 to Point /Station 105.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 34.630(Ft.) Difference in elevation = 9.570(Ft.) Slope = 0.00957 s(percent)= 0.96 TC = k(0.300) *((length"3) /(elevation changeHA0.2 Initial area time of concentration = 12.049 min. Rainfall intensity = 4.060(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.764(CFS) Total initial stream area = 1.890(Ac.) Pervious area fraction = 0.100 72 73 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 105.000 to Point /Station 103.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** ' Estimated mean flow rate at midpoint of channel = 14.154(CFS) Depth of flow = 0.601(Ft.), Average velocity = 2.420(Ft /s) * * * * * ** Irregular Channel Data * * * * * * * * * ** ' ---------------------------------------------------------------- - Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate ' 1 0.00 0.83 2 12.00 0.67 3 12.17 0.00 4 14.00 0.16 5 45.00 0.78 6 45.00 1.28 Manning's 'N' friction factor = 0.015 ' ----------------------------------------------------------------- Sub - Channel flow = 14.154(CFS) ' flow top width = 24.008(Ft.) ' ' velocity= 2.420(Ft /s) ' area = 5.850(Sq.Ft) Froude number = 0.864 Upstream point elevation = 34.630(Ft.) ' Downstream point elevation = 26.460(Ft.) Flow length = 2030.000(Ft.) • Travel time = 13.98 min. Time of concentration = 26.03 min. ' Depth of flow = 0.601(Ft.) Average velocity = 2.420(Ft /s) Total irregular channel flow = 14.154(CFS) Irregular channel normal depth above invert elev. = 0.601(Ft.) ' Average velocity of channel(s) 2.420(Ft /s) Adding area flow to channel COMMERCIAL subarea type ' Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 ' Rainfall intensity = 2.597(In /Hr) for a 100.0 year storm Subarea runoff = 9.375(CFS) for 4.130(Ac.) Total runoff = 16.139(CFS) Total area = 6.020(Ac.) 73 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + ± ++ Process from Point /Station 103.000 to Point /Station 106.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 21.800(Ft.) Downstream point /station elevation = 21.300(Ft.) Pipe length- = 84.50(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 16.139(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.139(CFS) Normal flow depth in pipe = 15.82(In.) Flow top width inside pipe = 18.10(In.) Critical Depth =. 17.77(In.) Pipe flow velocity = 8.30(Ft /s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 26.20 min. 0 74 ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ /Station 106.000 Process from Point /Station 103.000 to Point * * ** CONFLUENCE OF MINOR STREAMS * * ** ' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.020(Ac.) Runoff from this stream = 16.139(CFS) ' Time of concentration = 26.20 min. Rainfall intensity = 2.587(In /Hr) 1 1 7S +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 107.000 to Point /Station 106.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 980.000(Ft.) Top (of initial area) elevation = 35.500(Ft.) Bottom (of initial area). elevation = 28.770(Ft.) Difference in elevation = 6.730(Ft.) Slope = 0.00687 s(percent)= 0.69 TC = k(0.390) *((length"3) /(elevation change)]^0.2 Initial area time of concentration = 16.603 min. Rainfall intensity = 3.371(Iri /Hr) for a 100.0 year storm ,SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 ,Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 ,Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7:675(CFS) Total initial stream area = 2.870(Ac.) Pervious area fraction = 0.500 7� Fj +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 107.000 to Point /Station 106.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.870(Ac.) Runoff from this stream = 7.675(CFS) Time of concentration = 16.60 min. Rainfall intensity = 3.371(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 106.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 34.300(Ft.) Bottom (of initial area) elevation = 28.770(Ft.) Difference in elevation = 5.530(Ft.�) Slope = 0.00768 s(percent)= 0.77 TC = k(0.390) *[(1ength'3) /(elevation change))A0.2 Initial area time of concentration = 14.352 min. Rainfall intensity = 3.668(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.309(CFS) Total initial stream area = 2.150(Ac.) Pervious area fraction = 0.500 M-001 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 106.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = . 2.150(Ac.) Runoff from this stream = 6.309(CFS) Time of concentration = 14.35 min. Rainfall intensity = 3.668(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 16.139 26.20 2.587 2 7.675 16.60 3.371 3 6.309 14.35 3.668 Largest stream flow has longer time of concentration Qp = 16.139 + sum of Qb Ia /Ib 7.675 * 0.768 5.890 Qb Ia /Ib 6.309 * 0.705 = 4.450 Qp = 26.480 Total of 3 streams to confluence: Flow rates before confluence point: 16.139 7.675 6.309 Area of streams before confluence: 6.020 2.870 2.150 Results,of confluence: Total flow rate =. 26.480(CFS) Time of concentration = 26.201 min. Effective stream area after confluence = 11.040(Ac.) 7q +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.000 to Point /Station 109.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** upstream point /station elevation = 21.200(Ft.) Downstream point /station elevation = 15.000(Ft.) Pipe length = 252.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 26.480(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow 26.480(CFS) Normal flow depth in pipe = 13.41(In.) Flow top width inside pipe = 20.18(In.) Critical depth could not be calculated. Pipe flow velocity = 16.32(Ft /s) Travel time through pipe = 0.26 min. Time of concentration (TC) 26.46 min. End of computations, total study area = 11.04 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.282 Area averaged RI index number = 56.0 M /A a Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681TT.out ------------------------------------------------------------------------ 100-YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * ** AREA TT1 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE; 31681TT.OUT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in'input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 9 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 111.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 360.000(Ft.) Top (of initial area) elevation = 36.500(Ft.) Bottom (of initial area) elevation = 33.100(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00944 s(percent)= 0.94 TC = k(0.390) *H length"3) /(elevation changeHA0.2 Initial area time of concentration = 10.436 min. Rainfall intensity = 4.413(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.822(CFS) Total,initial stream area = 1.900(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 112.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** upstream point /station elevation = 28.000(Ft.) Downstream point /station elevation = 25.500(Ft.) Pipe length = 213.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 6.822(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow = 6.822(CFS) Normal flow depth in pipe = 9.02(In.) Flow top width inside pipe = 14.69(In.) Critical Depth = 12.59(In.) Pipe flow velocity = 8.84(Ft /s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 10.84 min. End of computations, total study area = 1.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 1 1 1 1 1 1 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version .6.4 - - - - -- Rational - Hydrology Study Date: 11/18/04 File:31681UU.out -------------------------------------------------- 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * ** * ** AREA UU1 & UU2 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681UU.OUT * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual -Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the ( Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 94 +++++++++++++++++++++++++++++++++++++t+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.000 to Point /Station 114.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 40.390(Ft.) Bottom (of initial area) elevation = 33.000(Ft.) Difference in elevation = 7.390(Ft.) Slope = 0.01232 s(percent)= 1.23 TC = k(0.390) *H length"3) /(elevation change))^0.2 Initial area time of concentration = 12.140 min. Rainfall intensity = 4.042(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.224(CFS) Total initial stream area = 2.520(Ac.) Pervious area fraction = 0.500 Gam] e +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ Process from Point /Station 113.000 to Point /Station 114.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.520(Ac.) Runoff from this stream = 8.224(CFS) Time of concentration = 12.14 min. Rainfall intensity = 4.042(In /Hr) l 1 1 1 1 1 1 1 1 1 1 1 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 114.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 36.500(Ft.) Bottom (of initial area) elevation = 33.000(Ft.) Difference in elevation = 3.500(Ft.) Slope = 0.00636 s(percent)= 0.64 TC = k(0.390) *H length"3) /(elevation change)]"0.2 Initial area time of concentration = 13.380 min. Rainfall intensity = 3.820(ln /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.682(CFS) Total initial stream area = 1.200(Ac.) Pervious area fraction = 0.500 7 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 114.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.200(Ac.) Runoff from this stream = 3.682(CFS) Time of concentration = 13.38 min Rainfall intensity = 3.820(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 8.224 12.14 4.042 2 3.682 13.38 3.820 Largest stream flow has longer or shorter time of concentration Qp = 8.224 + sum of Qa Tb /Ta 3.682 * 0.907 = 3.341 Qp = 11.564 Total of 2 streams to confluence: Flow rates before confluence point: 8.224 3.682 Area of streams before confluence: 2.520 1.200 Results of confluence: Total flow rate = 11.564(CFS) Time of concentration = 12.140 min. Effective stream area after confluence 3.720(Ac.) roome ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +, + + + + + + + + + + + + + + ++ Process from Point /Station 114.000 to Point /Station 115.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 28.000(Ft.) Downstream point /station elevation= 24.000(Ft.) Pipe length = 185.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 11.564(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 11.564(CFS) Normal flow depth in pipe = 10.55(In.) Flow top width inside pipe = 13.71(In.) Critical depth could not be calculated. Pipe flow velocity = 12.53(Ft /s) Travel time through pipe = 0.25 min. Time of concentration-(TC) = 12.39 min. End of computations, total study area = 3.72 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) =0.500 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681V.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA V1- * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681V.OUT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District •1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 ' Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 L I qO +t+ t++... ..t + +t +t + + +t+ +t+ + + + ++ +ttt +..... .....tt+ +tt.....t+tt+ttt +t+++ Process from Point /Station 116.000 to Point /Station 117.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 430.000(Ft.) Top (of initial area) elevation = 42.500(Ft.) Bottom (of initial area) elevation = 40.000(Ft.) Difference in elevation = 2.500(Ft.) Slope = 0.00581 s(percent)= 6.58 TC = k(0.390) *[(lengthA3) /(elevation change)]'0.2 Initial area time of concentration = 12.347 min. Rainfall intensity = 4.003(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.814(CFS) Total initial stream area = 2.420(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 2.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 qt Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681VV.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA W1 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681VV.OUT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 -- - - - - - - - - - - - - - -=- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual - 'Storm event (year)' = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the ( Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm.event year = 100.0 Calculated rainfall intensity data: - 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 0 g0 t +t + + +..... +t + +t + ..... ..... ..... t+ t+ t+ t t + +t +f +t +t +t ++t + +tft+ + +t +f + +t +t Process from Point /Station 118.000 to Point /Station 119.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 43.600(Ft.) Bottom (of initial area) elevation = 38.740(Ft.) Difference in elevation = 4.860(Ft.) Slope = 0.00675 s(percent)= 0.67 TC = k (0.390) *((length^3) /(elevation change)] ^0.2 Initial area time of concentration = 14.728 min. Rainfall intensity = 3.614(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.670(CFS) Total initial stream area = 3.350.(Ac.) Pervious area fraction = 0.500 ' End of computations, total study area = 3.35 (Ac.) The following figures may be used for a unit hydrograph study of the same area. ' Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 �I 1 ' 93 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681W.out 100 1 YR STORM ANAL- NALYSIS ANDALUSIA AT -C-0- ORAL MOUNTAIN * * * * * * * * * * ** AREA W1, W2, W3 & W4 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681W.OUT ------------------------------------------------------------------------ ' * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------ ------------- ---- -------=---- --- -- ---- ------ ---------------------- Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------=----- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) . 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 1 ■ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 121.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 67.600(Ft.) Bottom (of initial area) elevation = 53.600(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.01474 s(percent)= 1.47 TC = k(0.300) *[(length^3) /(elevation change)]°0.2 Initial area time of concentration = 10.828 min. Rainfall intensity = 4.319(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.946(CPS) Total initial stream area = 1.560(Ac.) Pervious area fraction = 0.100 �I I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 104.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 8.100(CFS) ' Depth of flow = 0.428(Ft.), Average velocity = 3.291(Ft /s) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'y' coordinate 1 0.00 0.83 2 12.00 0.67 ' 3 12.17 0.00 4 14.00 0.16 5 45.00 0.78 6 45.00 1.28 Manning's 'N' friction factor - = -- -0015 Sub- Channel flow = 8.100(CFS) ' flow top width = 15.356(Ft.) ' velocity= 3.291(Ft /s) ' area = 2.461(Sq.Ft) ' Froude number = 1.449 u 1 Upstream point elevation = 53.600(Ft.) Downstream point elevation 44.200(Ft.) Flow length = 720.000(Ft.) Travel time = 3.65 min. Time of concentration = 14.47 min. Depth of flow = 0.428(Ft.) Average velocity = 3'.291(Ft /s) Total irregular channel flow = 8.100(CFS) Irregular channel normal depth above invert elev. = 0.428(Ft.) Average velocity of channel(s) = 3.291(Ft /s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.650(In /Hr) for a 100.0 year storm Subarea runoff = 3.629(CFS) for 1.130(Ac.) Total runoff = 9.575(CFS) Total area = 2.690(Ac.) r 0 1 1 1 1 1 1 1 1 1 1 1 1 1 I� 1 '1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.000 to Point /Station 122.000 * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 38.600(Ft.) Downstream point /station elevation = 31.300(Ft.) Pipe length = 88.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 9.575(CFS) Nearest computed pipe diameter - 12.00(In.) Calculated individual pipe flow = 9.575(CFS) Normal flow depth in pipe = 7.02(In.) Flow top width inside pipe = 11.83(In.) Critical depth could not be calculated. Pipe flow velocity = 20.06(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 14.55 min. f. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.000 to Point /Station 122.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.690(Ac.) Runoff from this stream = 9.575(CFS) Time of concentration = 14.55 min. Rainfall intensity = 3.639(ln /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.000 to Point /Station 122.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 40.390(Ft.) Bottom (of initial area) elevation = 36.370(Ft.) Difference in elevation = 4.020(Ft.) Slope = 0.00600 s(percent)= 0.60 TC = k (0.390) *H length"3) /(elevation change)]"0.2 Initial area time of concentration = 14.651 min. Rainfall intensity = 3.624(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.980(CFS) Total initial stream area = 2.410(Ac.) Pervious area fraction = 0.500 4 1 99.' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.000 to Point /Station 122.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.410(Ac.) Runoff from this stream = 6.980(CFS) Time of concentration 14.65 min. Rainfall intensity = 3.624(In /Hr) lad 0 r c + + + + + + + + + ++ +........ ++ + + +'.... + + + + + + + + + + + + + + + + + +..... + + + + + + + + + + + + + + + +.. Process from Point /Station 128.000 to Point /Station 122.000 ' * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 39.800(Ft.) Bottom (of initial area) elevation = 36.370(Ft.) Difference in elevation = 3.430(Ft ) Slope,= 0.00746 s(percent)= 0.75 TC = k(0.390) *[(length "3) /(elevation change))'0.2 Initial area time of concentration = 12.069 min. Rainfall intensity = 4.056(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.808 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.470(CFS) Total initial stream area = 1.670(Ac.) Pervious area fraction = 0.500 0 r c a +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 128.000 to Point /Station 122.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.670(Ac.) Runoff from this stream 5.470(CFS) Time of concentration = 12.07 min. Rainfall intensity = 4.056(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 9.575 14.55 3.639 2 6.980 14.65 3.624 3 5.470 12.07 4.056 Largest stream flow has longer or shorter time of concentration Qp = 9.575 + sum of Qa Tb /Ta 6.980 * 0.993 = 6.931 Qb Ia /Ib 5.470 * 0.897 = 4.909 Qp = 21.415 Total of 3 streams to confluence: Flow rates before confluence point: 9.575 6.980 5.470 Area of streams before confluence: 2.690 2.410 1.670 Results of confluence: Total flow rate = 21.415(CFS) Time of concentration = 14.547 min. Effective stream area after confluence = 6.770(Ac.) ai /P Z Process from Point /Station 122.000 to Point /Station 123.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 31.000(Ft.) Downstream point /station elevation 28.700(Ft.) ' Pipe length = 231.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 21.415(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 21.415(CFS) Normal flow depth in pipe = 16.15(In.) Flow top width inside pipe = 17.70(In.) Critical Depth = 19.54(In.) Pipe flow velocity = 10.79(Ft /s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 14.90 min. End of computations, total study area = 6.77 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.341 Area averaged RI index number = 56.0 I 17, 1 1� 3 Riverside County Rational Hydrology Program i� 1O¢ 1 CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681WW.out ' ----------------------------------------------------------------- 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA WW1, WW2 & WW3 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681WW.OUT ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------ ------------- ---- ------------ --- -- ---- ---------------------------- Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City I area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: ' 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 i� 1O¢ 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 124.000 to Point /Station 125.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 450.000(Ft.) Top (of initial area) elevation = 60.000(Ft.) Bottom (of initial area) elevation = 45.600(Ft.) Difference in elevation = 14.400(Ft.) Slope = 0.03200 s(percent)= 3.20 TC = k(0.300) *HlengthA3) /(elevation changeHA0.2 Initial area time of concentration'= 6.877 min. Rainfall intensity = . 5.620(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 19.119(CFS) Total initial stream area = 3.840(Ac.) Pervious area fraction = 0.100 160.15- +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.000 to Point /Station 126.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 40.600(Ft.) Downstream point /station elevation = 30.200(Ft.) Pipe length = 409.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 19.119(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 19.119(CFS) Normal flow depth in pipe = 12.07(In.) Flow top width inside pipe = 16.92(In.) Critical depth could not be calculated. Pipe flow velocity = 15.18(Ft /s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 7.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.000 to Point /Station 126.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.840(Ac.) Runoff from this stream = 19.119(CFS) Time of concentration = 7.33 min. Rainfall intensity = 5.418(In /Hr) 107 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 127.000 to Point /Station 126.000 * * ** INITIAL AREA EVALUATION. * * ** Initial area.flow distance = 760.000(Ft.) Top (of initial area) elevation = 45.100(Ft.) Bottom (of initial. area) elevation = 35.200(Ft.) Difference in elevation = 9.900(Ft.) Slope = 0.01303 s(percent)= 1.30 TC = k (0.390) *[(lengthA3) /(elevation change) 1A0.2 Initial area time of concentration = 13.195 min. Rainfall intensity = 3.851(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.804 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.815(CFS) Total initial stream area = 4.140(Ac.) Pervious area fraction = 0.500 ■ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 127.000 to Point /Station 126.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.140(Ac.) Runoff from this stream = 12.815(CFS) Time of concentration = 13.20 min. Rainfall intensity = 3.851(In /Hr) /V � +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 128.000 to Point /Station 126.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation 39.800(Ft.) Bottom (of initial area) elevation = 35.200'(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00767 s(percent)= 0.77 TC = k(0.390) *HlengthAW (elevation changeHA0.2 Initial area time of concentration = 13.348 min. Rainfall intensity = 3.826(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.021(CFS) Total initial stream area = 2.610(Ac.) Pervious area fraction = 0.500 116) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 128.000 to Point /Station 126.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.610(Ac.) Runoff from this stream= 8.021(CFS) Time of concentration = 13.35 min. Rainfall intensity = 3.826(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 19.119 7.33 5.418 2 12.815 13.20 3.851 3 8.021 13.35 3.826 Largest stream flow has longer or shorter time of concentration Qp = 19.119 + sum of Qa Tb /Ta 12.815 * 0.555 = 7.115 Qa Tb /Ta 8.021 * 0.549 = 4.402 Qp = 30.636 Total of 3 streams to confluence: Flow rates before confluence point: 19.119 12.815 8.021 Area of streams before confluence: 3.840 4.140 2.610 Results of confluence: Total flow rate = 30.636(CFS) Time of concentration = 7.326 min. Effective stream area after confluence = 10.590(Ac.) �l l +4 + + + + + + + + + +.... ..... t++ttt+ tt++ t+++ t+ +.....t +tt +++tt+tt +t + + +t.....t+ Process from Point /Station 126.000 to Point /Station 129.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 30.000(Ft.) Downstream point /station elevation = 26.500(Ft.) Pipe length = 192.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 30.636(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 30.636(CFS) Normal flow depth in pipe = 17.06(In.) Flow top width inside pipe = 16.39(In.) Critical depth could not be calculated. Pipe flow velocity = 14.65(Ft /s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 7.54 min. End of computations, total study area = 10.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.355 Area averaged RI index number = 56.0 0 //9' Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,.(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681X.out ----------------------------------------------------------- - - - - -- 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA X1 TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681X.OUT ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file -------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 585 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual ' Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) .10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 1 J ' /� 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.000 to Point /Station 131.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 38.190(Ft.) Difference in elevation = 6.810(Ft.) Slope = 0.00830 s(percent)= 0.83 TC = k(0.390) *((length�3) /(elevation change)] ^0.2 Initial area time of concentration = 14.884 min. Rainfall intensity.= 3.591(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.798 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.724(CFS) 'Total initial stream area = 3.740(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 3.74 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681XX.out ------------------------------------------------------------------------ 100-YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * ** AREA XX1 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681XX.OUT ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file --------------------------------------------------------------- Engineering, San Bernardino, CA - SIN 585 ----------------------------------------------------------------------- Rational Method Hydrology Program based on ' Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 1 '1 Ili +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 133.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 43.100(Ft.) Bottom (of- initial area) elevation = 35.480(Ft.) Difference in elevation = 7.620(Ft.) Slope = 0.00762 s(percent)= 0.76 TC = k(0.390) *[(length"3) /(elevation change))^0.2 Initial area time of concentration = 16.394 min. Rainfall intensity = 3.396(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.585(CFS) Total initial stream area = 5.410(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 5.41 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 a a //0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681YY.out ------------------------------------------------------------------------ 100-YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA YY1, YY2, YY3 & YY4 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681YY.OUT -------------------------7---------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ---------- -.------------------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = .1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 i/_7 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.000 to Point /Station 134.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 67.600(Ft.) Bottom (of initial area) elevation = 53.460(Ft.) Difference in elevation = 14.140(Ft.) Slope = 0.01767 s(percent)= 1.77 TC = k(0.300) *Hlength'3) /(elevation change)1'0.2 Initial area time of concentration = 9.747 min. Rainfall intensity = 4.591(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.366(CFS) Total initial stream area = 1.570(Ac.) Pervious area fraction = 0.100 //4 1 l/ q ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.000 to Point /Station 135.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 19.525(CFS) Depth of flow = 0.598(Ft.), Average velocity = 3.329(Ft/s) Irregular Channel Data * * * * * * * * * ** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate ' 1 0.00 1.30 2 0.00 0.80 3 32.00 0.16 4 34.00 0.00 ' 5 34.17 0.67 6 46.00 0.91 Manning's 'N' friction factor = 0.015 Sub-Channel-flow--= 19.525(CFS) ' ' flow top width = 24.027(Ft.) ' ' velocity= 3.329(Ft/s) area = 5.866(Sq.Ft) ' I Froude number = 1.187 Upstream point elevation = 53.460(Ft.) ' Downstream point elevation = 40.830(Ft.) Flow length = 1663.000(Ft.) Travel time = 8.33 min. ' Time of concentration = 18.07 min. Depth of flow = 0.598(Ft.) Average velocity = 3.329(Ft/s) Total irregular channel flow = 19.525(CFS) - Irregular channel normal depth above invert elev. - 0.598(Ft.) Average velocity of channel(s) = 3.329(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D.= 0.000 RI index for soil(AMC 2) _ 56.00 ' Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.209(In /Hr) for a 100.0 year storm Subarea runoff = 18.282(CFS) for 6.490(Ac.) Total runoff = 24.648(CFS) Total area = 8.060(Ac.) l/ q .++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ )rocess from Point /Station 135.000 to Point /Station 138.000 * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** 1pstream point /station elevation 35.000(Ft.) )ownstream point /station elevation = 19.000(Ft.) )ipe length = 304.00(Ft..) Manning's N = 0.009 lo. of pipes = 1 Required pipe flow = 24.648(CFS) learest computed pipe diameter = 18.00(In.) !alculated individual pipe flow = 24.648(CFS) lormal flow depth in pipe = 11.18(In.) ?low top width inside pipe = 17.46(In.) :ritical depth could not be calculated. ?ipe flow velocity = 21.36(Ft /s) Gravel time through pipe = 0.24 min. Cime of concentration (TC) = 18.31 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.000 to Point /Station 138.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.060(Ac.) Runoff from this stream = 24.648(CFS) Time of concentration = 18.31 min. Rainfall intensity = 3.185(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 137.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 43.000(Ft.) ' Bottom (of initial area) elevation = 22.000(Ft.) Difference in elevation = 21.000(Ft.) Slope = 0.05250 s(percent)= 5.25 TC = k(0.940) *[(length ^3) /(elevation change)) "0.2 Initial area time of concentration = 18.617 min. Rainfall intensity = 3.154(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.709 Decimal fraction soil group A = 0.000 Decimal-fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.710(CFS) Total initial stream area = 1.660(Ac.) Pervious area fraction = 1.000 I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 138.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 20.000(Ft.) Downstream point /station elevation = 19.000(Ft.) Pipe length = 156.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 3.710(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.710(CFS) Normal flow depth in pipe = 8.91(In.) Flow top width inside pipe = 10.50(In.) Critical Depth = 9.85(In.) Pipe flow velocity = 5.94(Ft /s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 19.06 min.. /23 1 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 138.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.660(Ac.) Runoff from this stream = 3.710(CFS) Time of concentration = 19.06 min. Rainfall intensity = 3.112(In /Hr) 1 r r r r r r r k 124. . � /z5 1 +++++++++++++++++++++++++++++++++++±+++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 139.000 to Point /Station 138.000 INITIAL AREA EVALUATION * * ** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 48.000(Ft..) Bottom (of initial area) elevation = 26.000(Ft.) ' Difference in elevation = 22.000(Ft.) Slope = 0.04783 s(percent)= 4.78 TC = k(0.940) *((length�3)/(elevation change)] ^0.2 ' Initial area time of concentration = 20.058 min. Rainfall intensity = 3.021(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.702 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 ' Initial subarea runoff 2.396(CFS) Total initial stream area = 1.130(Ac.) Pervious area fraction = 1.000 � /z5 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 138.000 to Point /Station 138.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 19.000(Ft.) Downstream point /station elevation = 15.000(Ft.) Pipe length = 300.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 30.400(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 30.400(CFS) Normal flow depth in pipe = 16.31(In.) Flow top width inside pipe = 22.40(In.) Critical.Depth = 22.41(In.) Pipe flow velocity = 13.36(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 18.69 min. End of computations, total study area = 10.85 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.331 Area averaged RI index number = 57.3 6 1 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/18/04 File:31681HH.out --------- ---------------------------------------------------------------- �- 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA HH1, HH2, HH3 & HH4 * * * * * * * * * * ** TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA ' FILE :31681HH.OUT ----------------------------------------------------------------7------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ) area used. 10 year storm 10 minute intensity = 2.770(In /Hr) ' 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) iStorm event year = 100.0 Calculated rainfall intensity,data: 1 hour intensity = 1.600(In /Hr) ' Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 61.000 to Point /Station 63.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 53.760(Ft.) Bottom (of initial area) elevation = 47.500(Ft.) ' Difference in elevation = 6.260(Ft.) Slope = 0.00632 s(percent)= 0.63 TC = k(0.300) *[(length"3) /(elevation change)]"0.2 Initial area time of concentration = 13.037 min. Rainfall intensity = 3.878(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.081(CFS) ' Total initial stream area = 1.780(Ac.) Pervious area fraction = 0.100 i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 63.000 to Point /Station 64.000 * * ** IRREGULAR CHANNEL FLOW TRAVEL TIME * * ** Estimated mean flow rate at midpoint of channel = 12.350(CFS) Depth of flow = 0.555(Ft.), Average velocity = 2.521(Ft /s) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1:30 2 0.00 0.80 3 32.00 0.16 4 34.00 0.00 5 34.17 0.67 6 46.00 0.91 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub- Channel flow = 12.350(CFS) ' ' flow top width = 21.909(Ft.) . ' I velocity= 2.521(Ft /s) ' ' area = 4.898(Sq.Ft) ' ' Froude number = 0.940 /3a- point elevation = 47.500(Ft.) ' .Upstream Downstream point elevation = 42.400(Ft.) Flow length = 1040.000(Ft.) Travel time = 6.87 min. Time of concentration = 19.91 min. ' Depth of flow = 0.555(Ft.) Average velocity = 2.521(Ft /s) Total irregular channel flow = 12.350(CFS) ' Irregular channel normal depth above invert elev. = 0.555(Ft.) Average velocity of channel(s) = 2.521(Ft /s) Adding area flow to channel COMMERCIAL subarea type ' Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction Rainfall intensity = 3.034(In /Hr) for a 100.0 = 0.900 year storm Subarea runoff = 9.763(CFS) for 3.670(Ac.) Total runoff = 15.844(CFS) Total area = 5.450(Ac.) /3a- +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 64.000 to Point /Station 140.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 37.000(Ft.) Downstream point /station elevation = 24.620(Ft.) Pipe length = 183.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 15.844(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 15.844(CFS) Normal flow depth in pipe = 8.84(In.) Flow top width inside pipe = 14.76(In.) Critical depth could not be calculated. Pipe flow velocity = 21.08(Ft /s) Travel time.through pipe = 0.14 min. Time of concentration (TC) = 20.06 min. /3/ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 64.000 to Point /Station 140.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.450(Ac.) Runoff from this stream = 15.844(CFS) Time of concentration = 20.06 min. Rainfall intensity = 3.021(In /Hr) Program is now starting with Main Stream No. 2 /32 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 139.000 to Point /Station 140.000. * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 48.000(Ft.) Bottom (of initial area) elevation = 26.000(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.02750 s(percent)= 2.75 TC = k(0.940) *[(length ^3) /(elevation change))"0.2 Initial area time of concentration = 27.957 min. Rainfall intensity = 2.492(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.671 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.239(CFS) Total initial stream area = 1.340(Ac.) Pervious area fraction = 1.000 133 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 139.000 to Point /Station 140.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.340(Ac.) Runoff from this stream = 2.239(CFS) Time of concentration = 27.96 min. Rainfall intensity = 2.492(In /Hr) r /34 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 141.000 to Point /Station 140.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 480.000(Ft.) Top (of initial area) elevation = 48.800(Ft.) Bottom (of initial area) elevation = 26.000(Ft.) Difference in elevation = 22.800(Ft.) Slope = 0.04750 s(percent)= 4.75 TC = k(0.940) *[(length^3) /(elevation change))'0.2 Initial area time of concentration = 20.431 min. Rainfall intensity = 2.989(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.700 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1..000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.370(CFS) Total initial stream area = 1.610(Ac.) Pervious area fraction = 1.000 a l3s +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 141.000 to Point /Station 140.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.610(Ac.) Runoff from this stream 3.370(CFS) Time of concentration = 20.43 min. Rainfall intensity = 2.989(In /Hr) Summary of stream data: ± Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 2.239 27.96 2.492 2 3.370 20.43 2.989 Largest stream flow has longer or shorter time of concentration Qp = 3.370 + sum of Qa Tb /Ta 2.239 * 0.731 = 1.636 Qp = 5.006 Total of 2 streams to confluence: Flow rates before confluence point: 2.239 3.370 Area of streams before confluence: 1.340 1.610 Results of confluence: Total flow rate = 5.006(CFS) Time of concentration = 20.431 min. Effective stream area after confluence = 2.950(Ac.) 134 J ++++++.......++++++.....+++ + + + .............. + + + + + + +...... +... + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 140.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 25.190(Ft.) Downstream point /station elevation = 24.620(Ft.) Pipe length = 114.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 5.006(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.006(CFS) Normal flow depth in pipe = 9.77(In.) Flow top width inside pipe = 14.29(In.) Critical Depth = 10.89(In.) Pipe flow velocity = 5.91(Ft /s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 20.75 min. /3 � 01 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 140.100 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.950(Ac.) Runoff from this stream = 5.006(CFS) Time of concentration = 20.75 min. Rainfall intensity = 2.962(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 15.844 20.06 3.021 2 5.006 20.75 2.962 Largest stream flow has longer or shorter time of concentration Qp = 15.844 + sum of Qa Tb /Ta 5.006 * 0.966 = 4.838 Qp = 20.682 Total of 2 main streams to confluence: Flow rates before confluence point: 15.844 5.006 Area of streams before confluence: 5.450 2.950 Results of confluence: Total flow rate = 20.682(CFS) Time of concentration = 20.056 min. Effective stream area after confluence = 8.400 (AC.) /34? +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.100 to Point /Station 140.200 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 24.620(Ft.) Downstream point /station elevation = 24.330(Ft.) Pipe length = 57.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 20.682(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.682(CFS) Normal flow depth in pipe = 17.58(In.) Flow top width inside pipe = 21.25(In.) Critical Depth = 19.56(In.) Pipe flow velocity = 8.38(Ft /s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 20.17 min. End of computations, total study area = 8.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.416 Area averaged RI index number = 57.8 /.3 9 Riverside County Rational Hydrology Program ' CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4. Rational Hydrology Study Date: 11/18/04 File:31681ZZ.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS ANDALUSIA AT CORAL MOUNTAIN * * * * * * * * * * ** AREA ZZ1 * * * * * * * * * * ** TD DESERT�DEV, CITY OF LA QUINTA, CALIFORNIA - -- -- FILE: 31681ZZ.OUT ---------- - - - - -- ------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ----------------------=------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) .100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 14-0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 142.000 to Point /Station 143.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 380.000(Ft.) Top (of initial area) elevation = 47.600(Ft.) Bottom (of initial area) elevation = 44.570(Ft.) Difference in elevation = 3.030(Ft.) Slope = 0.00797 s(percent)= 0.80 TC = k(0.390) *[(length ^3) /(elevation change))"0.2 Initial area time of concentration = 11.032 min. Rainfall intensity = 4.273(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.056(CFS) Total initial stream area = 1.170(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 1.17 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 �4l STREET CAPACITY SECTIONS i CIVILCADD /CIVILDESIGN Engineering Software, (c) 1999 Version 6.0 -------------------------------------------------------------------- ANDALUSIA STREET CAPACITY @ 0.60 % STREET GRADE V -auto won/shy -------------------------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 535 -------------------------------------------------------------------- *** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.400(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.450(Ft.) -------------------------------------------------------------- - - - - -- Depth of flow = 0.450(Ft.) Average velocity = 2.167(Ft /s) Total flow rate in 1/2 street = 15.649(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.45 2 10.00 0.25 3 11.00 0.00 4 12.00 0.17 5 24.00 0.41 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub- Channel flow = 7.824(CFS) ' ' flow top width = 24.000(Ft.) ' wetted perimeter = 24.050(Ft.) velocity= 2.167(Ft /s) area = 3.610(Sq.Ft) ' Froude number = 0.985 Information entered for subchannel number 2 : Point number 'X' coordinate 'Y' coordinate 1 24.00 0.41 2 36.00 0.17 3 37.00 0.00 4 38.00 0.25 5 48.00 0.45 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub- Channel flow = 7.824(CFS) ' flow top width = 24.000(Ft.) ' wetted perimeter = 24.050(Ft.) ' velocity= 2.167(Ft /s) ' ' area = 3.610(Sq.Ft) Froude number = 0.985 X43 Upstream point elevation = 100.000(Ft.) Downstream point elevation = 99.400(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.450(Ft.) Average velocity = 2.167(Ft /s) Total irregular channel flow = 15.649(CFS) Irregular channel normal depth above invert elev. = 0.450(Ft.) Average velocity of channel(s) = 2.167(Ft /s) --= ---------- ----------------------------------------------------- Sub-Channel No. 1 Critical depth = 0.449(Ft.) ' Critical flow top width = 23.961(Ft.) Critical flow velocity= 2.179(Ft /s) ' Critical flow area = 3.591(Sq.Ft) Sub- Channel No. 2,Critical depth = 0.449(Ft.) Critical flow top width = 23.961(Ft.) Critical flow velocity= 2.179(Ft /s) Critical flow area = 3.591(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + ++ FMV A"'wo ' 109 E. Third St. San Bernardino, CA 92410 Ph. 909- 8848217 Fax 909- 889 -0153 im SHEET NO. OF CAUA"TED . ,_. =. DATE DATE .� A \zy VL _ vF ! i i } } f i' } i • i• a i 1 t z i + : • , f - 1 uj _ f- 4 i . Rio : : z i i F + , r i ! I ' -- CIVILCADD /CIVILDESIGN Engineering Software, (c) 1999 Version 6.0 ------------------------------------------------------------ STREET CAPACITY @ 0.60% ' ARACENA -------=------------------------------------------------------------ ' Ludwig Engineering, San Bernardino, CA - SIN 535 -----------7-------------------------------------------------------- * ** Irregular Channel Analysis * ** ' Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.400(Ft.) Runoff /Flow Distance = 100.000(Ft.) ' Maximum depth(HGL) of flow at headworks- =------ 0�350(Ft�) --------------------------------------- - - - - -- - - - -- ' Depth of flow = 0.117(Ft.) Average velocity 1.138(Ft /s) Total flow rate in 1/2 street = 0.077(CFS) ' * * * * * ** Irregular Channel Data * * * * * * * * * ** ------ ---------------------------------------------------- Information entered for-subchannel number 1 ' Point number 'X' coordinate 'Y' coordinate 1 0.00 0.35 2 26.00 0.17 3 27.00 0.00 4 28.00 0.25 5 38.00 0.35 Manning's 'N' friction factor = 0.015 ' ----------------------------------------------------------------- Sub- Channel flow = 0.077(CFS) ' ' flow top width = 1.153(Ft.) ' ' wetted perimeter = 1.177(Ft.) I velocity= 1.138(Ft /s) ' ' ' area = 0.067(Sq.Ft) ' I Froude number = 0.831 ' Upstream point elevation = 100.000(Ft.) Downstream point elevation = 99.400(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.117(Ft.) ' Average velocity = 1.138(Ft /s) Total irregular channel flow = 0.077(CFS) Irregular channel normal depth above invert elev. = 0.117(Ft.) Average velocity of channel(s) = 1.138(Ft /s) ------- --------- --- ----------- -- -------------- ------------------- Sub - Channel No. 1 Critical depth = 0.108(Ft.) ' Critical flow top width = 1.071(Ft.) Critical flow velocity= 1.319(Ft /s) ' Critical flow area = 0.058(Sq.Ft) 146 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.233(Ft.) Average velocity = 1.030(Ft /s) Total flow rate in 1/2 street = 0.563(CFS) ----------------------------------------------------------------- ----------------------------------------------------------------- Sub- Channel flow = 0.563(CFS) ' flow top width = 11.081(Ft.) ' wetted perimeter = 11.125(Ft.) velocity= 1.030(Ft /s) area = 0.547(Sq.Ft) Froude number = 0.817 Depth of flow = 0.233(Ft.) Average velocity = 1.030(Ft /s) Total irregular channel flow = 0.563(CFS) Irregular channel normal depth above invert elev. = 0.233(Ft.) Average velocity of channel(s) = 1.030(Ft /s) ----------------------------------------------------------- - - - - -- Sub - Channel No. 1 Critical depth = 0.225(Ft.) ' Critical flow top width = 9.786(Ft.) Critical flow velocity= 1.235(Ft /s) Critical flow area = 0.456(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.350(Ft.) ' Average velocity = 1.513(Ft /8) Total flow rate in 1/2 street = 5.037(CFS) ----------------------------------------------------------------- Sub- Channel flow = 5.037(CFS) ' flow top width = 38.000(Ft.) ' wetted perimeter 38.046(Ft.) velocity= 1.513(Ft /9) ' area = 3.330(Sq.Ft) Froude number = 0.901 Depth of flow = 0.350(Ft.) Average velocity = 1.513(Ft /8) Total irregular channel flow = 5.037(CFS) Irregular channel normal depth above invert elev. = 0.350(Ft.) Average velocity of channel(s) = 1.513(Ft /s) -------------------------=--------------------------------- - - - - -- Sub - Channel No. 1 Critical depth = 0.343(Ft.) ' Critical flow.top width = 36.234(Ft.) Critical flow velocity= 1.645(Ft /s) Critical flow area = 3.062(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOWRATE (CFS) vs. INLET DEPTH (Ft.) Summary 0.077 100.117 0.563 100.233 5.037 100.350 l 1 ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 14? ' CIVILCADD /CIVILDESIGN Engineering Software, ("c) 1999 Version 6.0 MIJAS, CARBONERAS ECT. STREET CAPACI.TY ® 0.60 % GRADE ' 36 FT. R/W WITH V- GUTTER BOTH SIDES FILE: NIJAS.OUT ' -------------------------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 535 ------ ------------- ---- ------------ ------ --- ------ ------------------ * ** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.400(Ft.) Runoff /Flow Distance = 100.000(Ft.) ----- --- ----- --- ---------- - - - - -- Maximum - depth(HGL) of flow at headworks-=------0�450(Ft�)----- Depth of flow = 0.450(Ft.) Average velocity = 2.070(Ft /s) Total flow rate in 1/2 street = 7.556(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------- -------- ---- ----------- ------- -- -- ---------------=-'--- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.45 ' 2 10.00 0.25 3 11.00 0.00 4 12.00 0.17 5 28.00 0.49 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub- Channel flow = 7.556(CFS) ' ' ' flow top width = 26.000(Ft.) ' wetted perimeter = 26.050(Ft.) ' velocity= 2.070(Ft /s) area = 3.650(Sq.Ft) ' Froude number = 0.974 Upstream point elevation = 100.000(Ft.) ' Downstream point elevation = 99.400(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.450(Ft.) Average velocity = 2.070(Ft /s) ' Total irregular channel flow = 7.556(CFS) Irregular channel normal depth above invert elev. = 0.450(Ft.) 1 Average velocity of channel(s) = 2.070(Ft /s) ----------------------------------------------------------- - - - - -- Sub - Channel No. 1 Critical depth = 0.447(Ft.) ' Critical flow top width = 25.727(Ft.) Critical flow velocity= 2.111(Ft /s) ` Critical flow area = 3.579(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 14? ' 109 E. Third St San Bemardino, CA 92410 Ph. 909 -884 -8217 Fax 909. 889 -0153 SHEET No. of CALCULA= er DATE aHEacM sr DATE ' [ SCALE . s , i v i i s i a i r 1 s arr . -- -- - • • = [` •i' � ^fly E-- j • T - ,.fir 't_ K- 0; AM ACb Zj r • i i t - i t i ...i- i + • i : : [ [ i _ T i + r s i i r : A r _ ; [ J r a t [ Q i CIVILCADD /CIVILDESIGN Engineering Software, (c) 1999 Version 6.0 -------------------------------------------------------------------- TYPE 2, PRIVATE LANES STREET SECTION CORAL MOUNTAIN, CITY OF LA QUINTA, CALIFORNIA FILE:PRIVATELANE.OUT -------------------------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 535 --------------------------------------------------------------------- * ** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.500(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.650(Ft.) ' -------------------------------------------------------------- - - - - -- Depth of flow = 0.650(Ft.) Average velocity = 2.060(Ft /s) Total flow rate in 1/2 street = 18.227(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.65 2 24.00 0.17 3 25.00 0.00 4 26.00 0.25 5 36.00 0.65 Manning's 'N' friction factor = 0.020 ----------------------------------------------------------------- Sub- Channel flow = 18.227(CFS) flow top width = 36.000(Ft.) wetted perimeter = 36.058(Ft.) velocity= 2.060(Ft /s) area = 8.850(Sq.Ft) ' Froude number = 0.732 Upstream point elevation = 100.000(Ft.) Downstream point elevation = 99.500(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.650(Ft.) Average velocity = 2,060(Ft /s) Total irregular channel flow = 18.227(CFS) Irregular channel normal depth above invert elev. 0.650(Ft.) Average velocity of.channel(s) = 2.060(Ft /s) ----------------------------------------------------------- - - - - -- Sub- Channel No. 1 Critical depth = 0.592(Ft.) ' Critical flow top width = 31.635(Ft.) Critical flow velocity= 2.649(Ft/s) ' Critical flow area = 6.882(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ /5-0 CIVILCADD /CIVILDESIGN Engineering Software, (c) 1999 Version 6.0 -------------------------------------------------------------------- TYPE 2, PRIVATE LANES STREET SECTION CORAL MOUNTAIN, CITY OF LA QUINTA, CALIFORNIA FILE:PRIVATELANE.OUT- -------------------------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 535 -------------------------------------------------------------------- * ** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.500(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks'= 1.050(Ft.)_ -------------------------------------------------------------------- ' Depth of flow = 1.050(Ft.) Average velocity = 3.247(Ft/s) Total flow rate in 1/2 street = 88.493(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.05 2 10.00 0.65 3 34.00 0.17 4 35.00 0.00 5 36.00 0.25 6 56.00 1.05 Manning's 'N' friction factor = 0.020 ----------------------------------------------------------------- Sub- Channel flow = 88.493(CFS) ' I flow top width = ,56.000(Ft.) ' i wetted perimeter = 56.074(Ft.) ' ' velocity= 3.247(Ft/s) . '. ' area = 27.250(Sq.Ft) ' ' Froude number = 0.820 Upstream point elevation = 100.000(Ft.) Downstream point elevation = 99.500(Ft.) Flow length = 100.000(Ft.) Depth of flow = 1.050(Ft.) Average velocity = 3.247(Ft/s) Total irregular channel flow = 88.493(CFS) Irregular channel normal depth above invert elev. = 1.050(Ft.) Average velocity of channel(s) = 3.247(Ft/s) ----------------------------------------------------------------- Sub - Channel No. 1 Critical depth = 0.977(Ft.) Critical flow top width = 52.328(Ft.) ' Critical flow velocity= 3.803(Ft /s) ' Critical flow area = 23.272(Sq.Ft) ----------------------------------------------------------- - - - - -- 167 ' -- CIVILCADD /CIVILDESIGN Engineering Software, (c) 1999 Version 6.0 TYPE 3, SINGLE LOAD ROAD, STREET SECTION ' ----- - - - - -- CORAL MOUNTAIN, CITY OF LA QUINTA, CALIFORNIA - FILE :SINGLELAOD.OUT -- - - - - -- ----------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 535 - - - - -- ---------------------------------------------------- ' * ** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.500(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.650(Ft.) -------------------------------------------------------------- - - - - -- Depth of flow = ' 0.650 (Ft. ) Average velocity = 2.819(Ft /s) Total flow rate in 1/2 street = 41.780(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.65 2 10.00 0.25 3 11.00 0.00 4 12.00 0.17 5 24.00 0.41 Manning's 'N' friction factor = 0.017 ----------------------------------------------------------------- Sub- Channel flow = 20.890(CFS) ' flow top width = 24.000(Ft.) ' I wetted perimeter = 24.056(Ft.) velocity= 2.819(Ft /s) area = 7.410(Sq.Ft) Froude number 0.894 Information entered for subchannel number 2 : Point number 'Xi coordinate 'Y' coordinate 1 24.00 0.41 2 36.00 0.17 3 31.00 0.00 4 38.00 0.25 5 48.00 0.65 Manning's 'N' friction factor = 0.017 ----------------------------------------------------------------- Sub- Channel flow = 20.890(CFS) flow top width = 24.000(Ft.) wetted perimeter = 24.056(Ft.) velocity= 2.819(Ft /s) ' area = 7.410(Sq.Ft) ' Froude number = 0.894 % Upstream point elevation = 100.000(Ft.) • �� Downstream point elevation = 99.500(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.650(Ft.) Average velocity = 2.819(Ft /s) Total irregular channel flow = 41.780(CFS) Irregular channel normal depth above invert elev. = 0.650(Ft.) Average velocity of channel(s) = 2.819(Ft /9) ----------------------------------------------------------------- Sub- Channel No. 1 Critical depth = 0.625(Ft.) Critical flow top width = 23.375(Ft.) ' Critical flow velocity= 3.064(Ft /s) ' Critical flow area = 6.818(Sq.Ft) Sub - Channel No. 2 Critical depth = 0.625(Ft.) Critical flow top width = 23.375(Ft.) Critical flow velocity= 3.064(Ft /s) ' Critical flow area = 6.818(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ /6-4 109 E. Third St. San Bernardino, CA 92410 Ph. 909-8848217 Fax 909-889-0153 -J. -1, FX�I' SHEET OF, CALCULATED BY DATE CHECKED BY DATE j....... .. . . ...... - T:t i .......... . Vol: N4! FX�I' SHEET OF, CALCULATED BY DATE CHECKED BY DATE j....... .. . . ...... - CIVILCADD /CIVILDESIGN Engineering Software, (c) 1999 Version 6.0 -------------------------------------------------------------------- TYPE 4, DOUBLE LOAD ROAD, STREET SECTION CORAL MOUNTAIN, CITY OF LA QUINTA, CALIFORNIA FILE: DOUBLELOAD.OUT -------------------------------------------------------------------- Ludwig Engineering, San Bernardino, CA - SIN 535 -------------------------------------------------------------------- *** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.500(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.650(Ft.) -----------=-------------------------------------------------- - - - - -- Depth of flow = 0.650(Ft.) Average velocity = 2.724(Ft/s) Total flow rate in 1/2 street = 44.734(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.65 2 10.00 0.25 3 11.00 0.00 4 12.00 0.17 5 28.00 0.49 Manning's 'N' friction factor = 0.017 ----------------------------------------------------------------- Sub- Channel flow = 22.367(CFS) ' - ' flow top width = 28.000(Ft.) ' wetted perimeter = 28.056(Ft.) ' velocity= 2.724(Ft/s) area = 8.210(Sq.Ft) ' Froude number = 0.887 Information entered for subchannel number 2 ' Point number 'X' coordinate 'Y' coordinate 1 28.00 0.49 2 44.00 0.17 3 45.00 0.00 ' 4 46.00 0.25 5 56.00 0.65 Manning's 'N' friction factor 0.017 ' Sub - Channel flow = 22.367(CFS) ' flow top width = 28.000(Ft.) wetted perimeter = 28.056(Ft.) ' velocity= 2.724(Ft/s) '' area = 8.210(Sq.Ft) ' Froude number = 0.887 ' Upstream point elevation = 100.000(Ft.) /�� c Downstream point elevation = 99.500(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.650(Ft.) Average velocity = 2.724(Ft/s) Total irregular channel flow = 44.734(CFS) Irregular channel normal depth above invert elev. 0.650(Ft.) Average velocity of channel(s) = 2.724(Ft/s) ----------------------------------------------------------------- Sub- Channel No. 1 Critical depth = 0.625(Ft.) Critical flow top width = 27.375(Ft.) Critical flow velocity= 2.975(Ft/s) Critical flow area = 7.518(Sq.Ft) Sub- Channel No. 2 Critical depth = 0.625(Ft.) ' Critical•flow top width = 27.375(Ft.) ' Critical flow velocity= 2.975(Ft/s) Critical flow area = 7.518(Sq.Ft) .......++++++++++++++++++++ t++++++ + + + +t + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------=------------------------------------------- /5T 109 E. Third St. San Bernardino, CA 92410 Ph. 949-8848217 Fax 909-889-OIS3 nif SHEET NO. OF CALCULATED BY DATE CHECKED 8Y SCALE DATE i ) .1 I T.PA�l i✓oo 3�GB/ oe 9/1y Of C�4 �!k/NT�f