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31681 (4)31 2= 6 , i CIVIL ENGINEERING: SURVEYING 109 EAST THIRD STREET SAN BERNARDINO, CALIFORNIA 92410 TELEPHONE 909 - 884 -8217 FAX 909 - 889 -0153 _ �. � a _ t' . .. - ' � � _ _ � e t I. TRACT NO. 31681-11 OYDROLOGY[HYDRAULII A IONS ANDALUSIA @ CORAL MOUNTAIN. CITY OF LA QUINTA May 6, 2005 f I A CORPORATION CIVIL ENGINEERING: SURVEYING:PLANNING:ARCHITECTURE 109 East 3rd Street Tel: (909) 884 -8217 San Bernardino, CA 92410 Fax: (909) 889 -0153 _30 -05 ` nn Co- ` ITEM .PAGE 1. DISCUSSION AND SUMMARY ...... ............................... 1 2. PROJECT SITE MAPS .................... ....................:........., 2 3. SOIL GROUPS & MAP .................. ............................... 3 -5 4. 100- YEAR, 1 -HOUR ISOHY`Y'ALS MAP ............................ 6 j S. 4• •HYDROLOGY INPUT TABLE ... .................. . .................. :.. 8 -9... 6o' CIVILD /CIVILDESIGN PROGRAM OUTPUT........ o .............. : -10 =54. :.. 7. HYDRAULIC CALCULATIONS ....... ............................... 55 -59 8. WSPGW TRACT NO. 31681-1 .......... ........................:...... 60 -92 9. TYPICAL S'T'REET CROSS SECTION AND STREET CAPACITY TABLES ........................ .............................93 -105 10. HYDRAULIC CALCULATION OVERFLOW SWALE DETAILS SECTIONS ................... o............................ ... 106 -109 11. DRAINAGE MAPS .................... ...........................Back Pocket ' DISCUSSION AND SUMMARY ' INTRODUCTION: The purpose of this study is to analyze proposed drainage patterns in and around Tract 31681 -1. Which 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 -offs 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) Residenfial cover @ commercial & 3 = 4. u.pia. All flows were calculated using " RRIV.EXE ",-a Riverside County Rational Hydrology Program` by Civilcadd/Civildesigri engineering software, version 6.4; 1989 -2001. HYDRAULIC METHODOLOGY: 5 . 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; 1 3. A Manning's roughness coefficient of 0.015 for the street & parkway. CONCLUSION: Analysis indicated that the proposed street sections within Tract 31681 -1 have the capacity to cant' the 10 & 100 -year storm flows with water surface elevation expected to be below or at the P.U.E. & Drainage easement. Due to the non - standard Curb, the 10 -year storm flows jumps top of ' curb and therefore reduces street capacity at curb. City has agreed to allow 10 -year within the P.U.E. & Drainage easement. All flows will be conveyed by the interior streets sections into the ' proposed catch basins and through storm drains to the golf course and the lakes. Supplemental Hydraulic calculations will be submitted with each appropriate Tract. 1=7 allzg ViNin vi 4 t {� _�— H1�11d Vii_ m �.. Ell Z ..... ..... AV luf1c 4,t IV' - ------ q., Pr ism Ills ev i Ik xa. OPP J LC :,Mg ' RrvERs DE COUNTY, CALII`omu 77 TABLE 12. Soil and water features ' [Absence of an entry indicates the feature is not a concern. See text for descriptions of symbols and ouch terms as "rare," "brief," and "perched." The symbol C means leas than; > means greater than] ' Hydro- Flooding High mater table Bedrock Soil name and logic map symbol group frequency Duration Months Depth Hind Months Depth Hardness Pe Pn Badland: 11A. Borrow pits: 'OP. Bull Trail: BtE----------- - - - - -- B . None - - --- - - - - - -- - - - - -- - - - - - -- >6.0 - - -- >60 Ca'on: eD----------- - - - - -. A None ------ -------- - - - - -- ------ - - - - -- >8.0 -------- - - - - -- ---=-- - - - - -- >60 Ca1'on Variant: CbD------------------ A None - - - - -- -------------- - --- - - - --- Carrico: CcC----------- - - - - -- A Ram- - - - - -- -------------- ------------ >6.0 ------------ >60 Carsitas: CdC, CdE CC, A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60:---- - - - - -- CFB ------- - - - - -- - --- - A None-------------- - - - - -- ----- - - - - -- 2.0 -4.0 Apparent_ - - -- Jan-Dec____ >60 -- - ------ Carsitas Variant. Cm8, Cm E____ - - - - -- C None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -- 6-20 Rippable. Chuclu►walla: . - CoB,toD, CnC, CnE. B None______ _'.____ __ ___:_._ _ >t'.0 -------------- ------------ --- - - - - -- Coachella: CpA', CpB, CsA - - - - -- B None---.--- =------- - -- - -- ----=- - -- - -- >6a) -- ------ - - - - -- --= - = = = -- -- >60 - ------- -- CrA----------------- $ None - - - - -- :----- - - -___ _ 3.05.0 'Apparent___ -- �Ja�Dec_ >60 --- -- ------- - - - - - - -- --- Fluvaquente: Fe---------- --- --- --- D Frequent- -- Verylong-____ Apr- Sep - - -- 0.5 -2.0 Apparent_____ Jan - Dee - - -- >60 = - - - -- c- rFluvents: Fe_____________ _ ___ __ A/D 4ceasionaL. Very brief ---- Jan - Dec - - -. >6.0 -------- - - - - -- ------ - - - - -- >60 - - - - - -- m4PGilman: Q$, Qjh& GbB,GeA. Rare- - - - - -- -------- - - - - -- ------ - - - - -- >6.0 - - - -- >60 ' •� - - - - -- None-------------------------- - - - - -- 3.0 -5.0 Apparent- - - -- Ap t ---- >60 ---- - -- - -- Gravel pits and dumps: G P, . Imppeerial: ' IeA----------- - - - - -- D None - - - - -- -------------------- - - - - -- >6.0 -------------------- - - - - -- >60 ---------- IFA__________________ D None -------------------- ------ - - - - -- 1.0 -3.0 Apparent - - - -- Jan - Dec__ .;_ >60 ---------- "mC l : ' Im G 'ed l rialpalt - - - - -- -------------- D None-----------------------=-- - - - - -- >8.0 - ----- - - - - -- >60 - --- - - - - -- and part. 'Impperial: IOC 1: Imppe�rial part ------- D None---- -- - ------- ---- -- --- --- ---- -- - I.5 -5.0 Apparent - - --- Jan - Dec - - -- >60 ---- - - - - -- GuM land part - m=Wndio: ,P. ls--=------- - - - - -- None - - - - -- -------------------------- >6.0 -------------- -- ---- - - - - -- >60 ---- - - - - -- Ir, It ---------------- None ------------------ 0 -5.0 Apparent - - - -- Jan - Dec - - -- >60 ---- - - - - -- - Lithic Torripsamments: LR1: Lithic Torripsamments put. D None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 . -------- - - - - -- ------ - - - - -- 1 -10 Hard. Rock outcrop part. • • . I .t -!}, .1 L• -^•fir _ • SPA PA t g •it= ,,� S M ; -�= � fl • t - Ip is _ b.: ,- It ��`. , , 'i, � •r .� -, Gca 1 ; It c�—r AL p .'f a F . Lam•' >'.. Is \ •G Gbh; •��i,• D :: t6� c.M1 CdC p M1e8 1 ;cry 33 ddC cac RU' CtC. r- �� p ing-y s tion �A# 00 d } L sxsA: - {.It M A7 CC „ rw ��f /t/ ®MI6 � �, j i GtA _ •..::' ! S_' _ -'r � )'- LtT� P • • . I .t -!}, .1 L• -^•fir _ • SPA PA t g •it= ,,� S M ; -�= � fl • t - Ip is _ b.: ,- It ��`. , , 'i, � •r .� -, Gca 1 ; It c�—r AL p .'f a F . Lam•' >'.. Is \ •G Gbh; •��i,• D :: t6� c.M1 CdC p M1e8 1 ;cry 33 ddC cac RU' CtC. r- �� p ing-y s tion �A# 00 d } L sxsA: - {.It M A7 CC „ rw ��f /t/ ®MI6 � �, j i GtA _ •..::' ! 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I r1J^ v. • / 1 , ' ; ~ ! ; , 't 4 � ,EiS_ 2! 0 ''!� `}i ; _ _ i r � � - r •' �I [r ' ' , - : - f rn+urr w yefal5 'basa:onr NOAi`. n� `L - -- 11y! rs0 lhimc�l - ^ \,n 1 Cak(Unia,197 - � ,, tee%' >•l:tJ! � f-y + ,r. t I }' y CAN„ ly ,r�1, >tclJwtiryr c t _ _\ ? ` 'a _ Tt i ` - �' �'` :. 2 � 1. C. `• �.�. r� _ i - �•�`- -�.••'• . J � -` - . - t --- :.-- - .-� r-. r _, • l-'- _.t y> �* +� __.__._ -ice' I , =i .,1 r� :` , 1.�/iJ i -- — ^_ _ ; / 1�_ :,, ���} •TI r'\ ^- 1•`:'!An'1 NI, �- y —�. n -1 C ,D ' I �, .J 'hf� _•y., `� r- !•,.1,." "1. I I - _r.,n.rs` • •�,;_ �,• �;•-1, t.1 - ' i r • 1 t .. — _ •. r 70PR[S Me J te FRE - 1 }_ ,r aAorVb•} �, - «� '�dj. 1. '• �: �� t ER 11 RIVERSIDE COUNTY FLOOD CONTROL WATER CONSERVATION DISTRICT '- ^ ^� 1a`'�Frd - , • �s• _ T9S 100-YEAR 1-DOUR PRECIPITATION , q,,.L.— �' _Lry - 'ClfvtLeN6 N]at<,rUi -_ —tl�a - -}-YY t •._.'�-- 1y}%r_ �.-: -. �i _ "'•i'y- •'<r _ .S''�wP: v.', :ifrVFli ... f •� 1''� .. 0 `,,.'�'p� ; !:y •- ,• �r f, y...�. i _�_�•df' -.. '• � T"r tt� � -t. J .t . .r o—... o. /�7•� a•:.. w° , `4 :. `- T J 1 f. - ,•; 1' ' 'rM� ,• 3 KVMr • � �-}M �.t� �!• �;` •.. 4.c.•e a• •IEI." r'''at R2E -``RIE I" �aI� Ada L �s £Sb0-s88 (6081 X'Hd 31V� AG CMW3HJ L LUlm (608) So 3tva ��e a�vvxrro►� O&M q�iBmJ `aWW�9 URS �o 'oN 1331iS "048'Pi£ 3'601 IT J S I mom Fm IMMEMEMM, IM ff-Ai-&IMUI WMEM �5i'. t I � du ® , . / ter. "� r ML < =.'� =m-, - �Mmwm MM-2 F., Q. �s £Sb0-s88 (6081 X'Hd 31V� AG CMW3HJ L LUlm (608) So 3tva ��e a�vvxrro►� O&M q�iBmJ `aWW�9 URS �o 'oN 1331iS "048'Pi£ 3'601 IT J S I U10'r TWOS 3LVa A0 03)KMW :10 'oN 133Hs &/tam/ £9telm (606) XVd L&M-p 8 (606) "m "Usommo `awwome uss ;ors ws 3 GOV OW4Pn / -Ifiq/g w C im ii���C9F� 1�1�8�7�I1e3�Ic�B�� TWOS 3LVa A0 03)KMW :10 'oN 133Hs &/tam/ £9telm (606) XVd L&M-p 8 (606) "m "Usommo `awwome uss ;ors ws 3 GOV OW4Pn / -Ifiq/g w C Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/05/04 File:31681C.out -------------------------------------------- ---------------------------- 100-YR STORM ANALYSIS CORAL MOUNTAIN AT ANDALUSIA AREA C1,C2,C3 & C4 +► * * *Q * ** CITY OF LA.QUINTA, CALIFORNIA FILE: 31681C.OUT --------------------------7--------------------------------------------- * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 -----------------------------------------------------------7------------ 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 A ,area used. -10 year .storm. 10 minute ':intensity2.770(In /Hr) V { l0 year storm; 60 minute intensity 0..980(In /Hr) +'100 year storm, 10 minute - intensity - _4.520(In /Hr) r y r= 100A;year storm 60 minute 'intensity .1.600 (in/ r ;StormY,event year 100 0 i + i Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve— 0.5800 VA l® ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** INITIAL AREA EVALUATION * * ** ' Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = - 53.030(Ft.) Bottom (of initial area) elevation = 48.320(Ft.) Difference in elevation = 4.710(Ft.) ' Slope = 0.0 -0471 s(percent)= 0.47 TC = k( 0.300) *[(length^3)' /(elevation change)] "0.2 Initial area time of concentration = 13.884 min. ' Rainfall intensity = 3.739(In /Hr) for a 100.0 year storm 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 Initial subarea runoff = 4.411(CFS) Total initial stream area = 1.340(Ac.) Pervious area fraction = 0. 10D, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.000 to Point /Station 3.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ' Top of street segment elevation = 48.320(Ft.) End of street segment elevation = 45.030(Ft.) Length of.street segment = 877.000(Ft.) Height of curb above gutter flowline = 8.0(In.) ' Width of half street (curb to crown) = 36.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v /hz) = 0.020 ' Slope from grade break to crown (v /hz) = 0.020 Street flow is on .[1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 ' Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0130 ' Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.127(CFS) Depth of flow = 0.442(Ft.), Average velocity = 2.175(Ft /s) Streetflow.hydraulics at midpoint of street travel: Halfstreet flow' width. _ ' 17.864 (Ft:') Flow.velocity 1.8 (Ft Travel time 672.mn. TC 20160 min Adding area•flow to street 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.0 = 0.000 Decimal fraction soil group D = 0.0.00 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.974(In /Hr) for a 100.0 year storm ' Subarea runoff = 4.302(CFS) for 1.650(Ac.) Total runoff = 8.712(CFS) Total area = 2.990(Ac.) Street flow at end of street = 8.712(CFS) Half street flow at end of street = 8.712(CFS) ' Depth of flow = 0.473(Ft.), Average velocity = 2.269(Ft/s) Flow width (from curb towards crown)= 19.376(Ft.) k +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +± ' Process from Point /Station 3.000 to Point /Station 4.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point /station elevation = 40.000(Ft.) Downstream point /station elevation = 35.000(Ft.) Pipe length = 110.03(Ft.) Manning's N = 0.009 ' No. of pipes = 1 Required pipe flow = 8.712(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow _ 8.712(CFS) Normal flow depth in pipe = 8.07(In.) Flow top width inside pipe = 11.26(In.) ' Critical depth could not be calculated. Pipe flow velocity = 15.50(Ft /s) Travel time through pipe = 0.12 min. 'Time of concentration (TC) = 20.72 min. k +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +. + + + + + + + + +. ++ Process from Point /Station 3.000 to Point /Station 4.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main-Stream number: 1 in normal stream number 1 ' Stream flow area = 2.990(Ac.) Runoff from this stream = 8.712(CFS) Time of concentration = 20.72 min. ' Rainfall intensity = 2.964(In /Hr) r I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.000 to Point /Station 4.000 * * ** INITIAL AREA EVALUATION Initial area flow distance = .520.000(Ft.) Top (of initial area) elevation = 45.700(Ft.) Bottom (of initial area) elevation = 39.000(Ft.)• ' Difference in elevation = 6.700(Ft.) Slope = 0.01288 s(percent)= 1.29 TC = k(0.390) *Hlength^3) /(elevation change))°0.2 Initial area time of concentration = 11.362 min. Rainfall•intensity = 4.200(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.810 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 = 7.725(CFS) s Total initial stream area = 2.270(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 5.000 to Point /Station 4.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** 1 Along Main Stream number: 1 in normal stream number .2 Stream flow area— 2.270(Ac.) Runoff from this stream = 7.725(CFS) Time of concentration .= 11.36 min. 1 Rainfall intensity = 4.200(In /Hr) +++++++++++++++++++++++ ++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to Point/ Station 4.000 * * ** INITIAL AREA EVALUATION * * ** t Initial area flow distance = 420.000(Ft.) ' Top (of initial area) elevation = 42.300(Ft.) Bottom (of initial area) elevation = 39.000(Ft.) ' Difference in elevation = 3.300(Ft.) Slope = 0.00786 s(percent)= 0.79 TC = k(0.390) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 11.516 min. Rainfall intensity = 4.168(In /Hr) for a .100.0 year storm ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.810 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 = 4.791(CFS) Total - initial stream area = 1.420(Ac.) '-Pervious area fraction = 0.500 1 t +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + ± + + + + + + + + + + + + + + ++ Process from Point /Station 6.000 to'Point /Station 4.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.420(Ac.) Runoff from this stream 4.,791(CFS) Time of concentration— 11.52 min. Rainfall intensity = 4.168(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 8.712 20.72 2.964 2 7.725 11.36 4.200 3 4.791 11.52 4.168 Largest stream flow has longer time of concentration Qp = 8.712 + sum of Qb Ia /Ib 7.125 * 0.706 = 5.452 Qb Ia /Ib 4.791 * .0.711 = 3.408 Qp = 17.572 Total of 3 streams to confluence: Flow rates before confluence point: 8.712 7.725 4.791 Area of streams before confluence: 2.990 2.270 1.420 Results of confluence: Total flow rate = 17.572(CFS) Time of concentration = 20.722 min. Effective stream area after confluence = 6.680(Ac.) ++++++++++++++++++++++++++++++......++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.000 to Point /Station 7.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 35.000(Ft.) Downstream point /station elevation = 33.980(Ft.) Pipe length = 204.30(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 17.572(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow' = 17.572(CFS) Normal flow depth in pipe = 15.66(In.) Flow top width inside pipe 22.86(In.) Critical Depth = 18.13(In.) Pipe flow velocity = 8.09(Ft /s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 21.14 min. End of computations, total study area = 6.68 (Ac.) The following figures may be used fora unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.321 Area averaged RI index number = 56.0 . I a' 11; ` � Riverside County Rational Hydrology Program` CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/05/04 File:31681E.out ------------------------------------- - --------------------- - ------------ 100 -YR STORM ANALYSIS CORAL MOUNTAIN AT ANDALUSIA na.oa.,r�rnaoa+r AREA E1,E2,E3 & E4 ,taaoaaen�raa CITY OF LA QUINTA, CALIFORNIA FILE: 31681E.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 = 2.77.0(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) :;• :. ,•j. Storm event year = 100.0.•, Calculated rainfall intensity data: l.hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++'+++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.000 to Point /Station 8.000 * * *'* INITIAL AREA EVALUATION * ** Initial area flow distance = 998.000(Ft.) Top (of initial area) elevation = 45.030(Ft.) Bottom (of initial area) elevation = 41.620(Ft.) Difference in elevation = 3.410(Ft.)' Slope = 0.00342 s(percent)= 0.34 TC = k (0.300) *[(length"3) /(elevation change)]^0.2 Initial area time of concentration = 14.793 min. Rainfall intensity = 3.604(In /Hr) for a 100.0 year storm 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 Initial-subarea runoff = 6.342(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 8.000 to Point /Station 9.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** 2L won& Top of street segment elevation = 41.620(Ft.) ' End of street segment elevation =- 38.870(Ft.) Length of street segment 770.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) . = 36.000(Ft.) ' Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v /hz) = • 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (l) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 ' Guttver width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 . Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 ' Estimated mean flow rate at midpoint of street = 8.894(CFS) Depth of flow = 0.480(Ft.), Average velocity = 2.235(Ft/s) Streetflow hydraulics at midpoint of street travel: ' Halfstreet flow width. =, 19.734 (Ft. ) ..r: - . Flow velocity= 2.24(Ft /s) „ =• Travel time _ • 5.74 min. TC ._ . x.20:53 mina ;•• - .. Adding area flow to street ' 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 = 2.980(In /Hr) for a 100.0 year storm Subarea runoff = 4.206(CFS) for 1.610(Ac.) Total runoff = 10.547(CFS) Total area = 3.610(Ac.) ' Street flow at end of street = 10.547(CFS) Half street flow at end of street = 10.547(CFS) Depth of flow = 0.508(Ft.), Average velocity = 2.317(Ft /s) ' Flow width (from curb towards crown)= 21.134(Ft.) 2L won& + t++++++++++++ t++++++++ t+ t+++++++++++++ fttt +t + + +t+t + + + + +f+ +ttttt + +t + ++ Process from Point /Station 9.000 to Point /Station 10.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream .point /station elevation = 33.870(Ft.) Downstream point /station elevation = 28:980(Ft.) Pipe length = 302.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 10.547(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.547(CFS) Normal flow depth in pipe = 11.00(In.) Flow top width inside pipe 13.26(In.) Critical depth could not be calculated. Pipe flow velocity = 10.931Ft /s) Travel time through pipe = . 0.46 min. Time of concentration (TC) = 20.99 min. Z'� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 9.000 to Point /Station 10.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.610(Ac.) Runoff from this stream = 10.547(CFS) Time of concentration = 20.99 min. Rainfall intensity = .2.942(In /Hr) ANEW ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +.+ ' Process from Point /Station 11.000 to Point /Station 10.000 **** INITIAL -AREA EVALUATION * * ** Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 40.500(Ft.) Bottom (of initial area) elevation = 35.660(Ft.). Difference in elevation = 4.84.0(Ft.) ' Slope = 0.00745 s(percent)= 0.74 TC = k(0.390) * [ (length'3) / (elevation change) ] X0.2 Initial area time of concentration = 13.863 min. Rainfall intensity = 3.743(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 = 6.150(CFS) Total initial stream area = 2.050(Ac.) Pervious area .fraction = 0.500 tt+tt++tt+++++++++++++ + + +t + ++t + + + + + +tt + + + + ++ ++ +t..... t +t +t +.......... ' Process from Point /Station 11.000 to Point /Station 10.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** .ong Main Stream number: 1 in normal stream number 2 :ream flow area = 2.050(Ac.) inoff from this stream = 6.150(CFS) .me of concentration = 13.86 min. dnfall intensity = 3.743(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 10.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 462.000(Ft.) Top (of initial area) elevation = 38.600(Ft.): Bottom (of initial area) elevation 35.660(Ft.) Difference in elevation = 2.940(Ft.) Slope = 0.00636 s(percent)= 0.64 TC = k (0.390) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 12.479 min. Rainfall intensity = 3.978(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 = 5.997(CFS) Total initial stream area = 1.870(Ac.) Pervious area fraction.= 0.500 •o +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 12.000 to Point /Station 10.000 ' * * ** CONFLUENCE OF MINOR STREAMS * * ** 'Along Main Stream number: 1 in normal stream number 3 1 Stream flow area =: 1.870(Ac:) Runoff from this stream.= 5.997(CFS) Time of concentration = 12.48 min. Rainfall intensity = 3.978(In /Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity 1 No. (CFS) (min) (In /Hr). 1 10.547 20.99 2.942 1 2 6.150 13.86 3.743 3 5.997 12.48 3.978 ' Largest stream flow has longer time of concentration Qp = 10.547 + sum of 1 Qb Ia /Ib 6.150 * 0.786 = •4.834 Qb l Ia /Ib ' 5.997 * 0.740 = 4.435 Qp = 19.817 Total of 3 streams to confluence:' °''' 1 Flow rates before confluence point: 10.547 6.150 5.997 - Area of streams before confluence: 1 3.610 2.050 1.870 Results of confluence: Total flow rate = 19.817(CFS) Time of concentration = 20.995 min. ' Effective stream area after confluence = 7.530(Ac.) 1 i 1 ` J .++++++++++++++++++++++++++++++++t+++++ + +++ + + + + + + + + + + + + + + + + + + + + + ++ ++ ++ Process from Point /Station 10.000 to Point /Station 13.000 PIPEFLOW TRAVEL TIME (Program estimated size) * * *" Upstream point /station elevation = 27.760(Ft.) Downstream point /station elevation = 25.370(Ft.) Pipe length = 225.00(Ft.) Manning's N = 0.009 No. of pipes =-1 Required pipe flow = 19.817(CFS)• Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.817(CFS) Normal flow depth in pipe = 14.74(In.) Flow top width inside pipe = 19.21(In.) Critical Depth = 19.13(In.) Pipe flow velocity = 10.99(Ft /s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 21.34 min. End of computations, total study area = 7.53 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.308 Area averaged RI index number = 56.0 2g I Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/05/04 File:31681FG.out ------------------------------------------------------------------------ 100-YR STORM ANALYSIS CORAL MOUNTAIN AT ANDALUSIA AREA G1,G2,F1 & F2 * * * * *+� **+►* CITY OF LA QUINTA, CALIFORNIA FILE: 31681FG.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 t Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. , . k I 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 s i ..... t++++++ t++++......... + + + + + + + + + + +t+ + +t++ +t +++++t+ +ttt +tit + + ++ + +.... Process from.Point /Station 14.000 to Point /Station 15.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance 455.000(Ft.) Top (of initial area) elevation = 41.75.0(Ft.) Bottom (of initial area) elevation = 35.060(Ft.) Difference in elevation = 6.690(Ft.) Slope 0.01470 s(percent)= 1.47 TC = k(0.390) *[(length"3) /(elevation change)] "0.2 Initial area time of concentration = 10.490 min. Rainfall intensity = 4.399(ln /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 = 1.897(CFS) Total initial stream area = 0.530(Ac.) Pervious area.fraction = 0.500 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +...... + + + + + + + + + + + + + + ++ Process from Point /Station 14.000 to Point /Station 15.00.0 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area 0.530(Ac.) Runoff from this stream = 1.897(CFS) Time of concentration = 10.49 min. Rainfall intensity = 4.399(In /Hr) t t a +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from.Point /Station 16.000 to Point /Station 15.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 795.000(Ft.) Top (of initial area) elevation = 39.260(Ft.) Bottom (of initial area) elevation = 35.060'(Ft.) Difference in elevation = 4.200(Ft.) ' Slope = 0.00528 s(percent)= 0.53. TC = k(0. 390) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 16.093 min. Rainfall intensity = 3.432(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 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 = 2.237(CFS) Total initial stream area = 0.820(Ac.) Pervious area fraction = 0.500 II , I I 1 i i i 1 3� + r +++++++++++++++++++++++++++++++++++++++ + ++ ++++ + + +t + + + + + + + + + + + + + + +t + +++ Process from Point /Station 16.000 to Point /Station 15.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in' normal stream number 2 Stream flow area = 0.820(Ac.) Runoff from this stream =,. 2.237(CFS) Time of concentration = 16.09 min. Rainfall intensity = 3.432(In /Hr) Summary of stream data: Stream Flow rate. TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 1.897 10.49 4.399 2 2.237 16.09 3.432 Largest stream flow has longer time of concentration Qp = 2.237 + sum of Qb Ia /Ib , 1.897 * 0.780 = 1.480 Qp = 3.717 Total of 2 streams to confluence: Flow rates before confluence point: 1.897 2.237 Area of streams before confluence: 0.530 0.820 r' Results of confluence: Total flow rate = 3.717(CFS) Time of concentration = 16.093 min. Effective stream area after confluence = 1.350(Ac.) y 0 2 1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +...... + + + + + + + + ++ ' Process from Point /Station 15.000 to Point /Station 17.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 32.820(Ft.) Downstream point /station elevation = 28.910(Ft.) Pipe length = 69.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow _ 3.717(CFS) ' Nearest computed pipe diameter =_, 9.00(In.) Calculated individual pipe flow 3.717(CFS) Normal flow depth in pipe 5.30(In.) Flow top width inside pipe = 8.86(In.) ' Critical depth could not be calculated. Pipe flow velocity = 13.72(Ft /s) Travel time through pipe = 0.08 min. ' Time of concentration (TC) = 16.18 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.000 to Point /Station 17.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 783.000(Ft.) Top (of initial area) elevation = 46:500.(Ft.) Bottom (of initial area) elevation = 35.420(Ft.) Difference in elevation = 11.080(Ft.) Slope = 0.01415 s(percent)= 1.42 TC = k(0.390) *[(length"3) /(elevation change))^0.2 Initial area time of concentration = 13.135 min.. Rainfall intensity = 3.862(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 = 5.216(CFS) Total initial stream area = 1.680(Ac.) Pervious area fraction = 0.500 �i a' l ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point /Station 18.000 to Point /Station 17.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = I 1.680(Ac.) Runoff from this stream = 5.216(CFS) Time of concentration = 13.13 min. Rainfall intensity = 3.862(In /Hr) lb I 0 Process from Point /Station 19.000 to Point /Station 17.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 603.000(Ft.) Top (of initial area) elevation = 39.200(Ft.) Bottom (of initial area) elevation = 35.420(Ft.) Difference in elevation 3.780(Ft.) Slope = 0.00627 s(percent)= , 0.63 TC = k(0.390) *H length"3) /(elevation change) )A0.2 Initial area time of concentration 13.924 min. Rainfall intensity = 3.733(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 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 = 7.419(CPS) Total initial stream area = 2.480(Ac.) Pervious area fraction = 0.500 �b . t +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 19.000 to Point /Station 17.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.480(Ac.) Runoff from this stream = 7.419(CFS) Time of concentration = 13.92 min. Rainfall intensity = 3.733(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CPS) (min) (In /Hr.) 1 3.717 16.18 3.422 2 5.216 13.13 3.862 3 7.419 13.92 3.733 Largest stream flow has longer or shorter time of concentration Qp = 7.419 + sum of Qa Tb /Ta 3.717 * 0.861 = 3.199 Qb Ia/Ib 5.216 * 0.967 = 5.042 Qp = 15.661 Total of 3 streams to confluence: Flow rates before confluence point: 3.717 5.216 7.419 Area of streams before confluence: 1.350 1.680 2.480 Results of confluence: Total flow rate = 15.661(CFS) Time of concentration = 13.924 min. Effective stream area after confluence = 5.510(Ac.) 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 17.000 to Point /Station 20.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 28.770(Ft.) Downstream point /station elevation = 22.090(Ft.) Pipe length = 351.00(Ft.) • Manning's N = 0.009 No. of pipes = 1 Required pipe flow 15.661(CFS) Nearest computed pipe diameter 18.00(In.). Calculated individual pipe flow = 15.661(CFS) Normal flow depth in pipe = 11.61(In.). Flow top width inside pipe = 17.22(In.) Critical Depth = 17.02(In.) Pipe flow velocity = 12.99(Ft /s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 14.37 min. End of computations; total study area 5.51 (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 IMPOW] v (` Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version.6.4 Rational Hydrology Study, Date: 11/05/04 File:31681H.out 100' -.YR STORM ANALYSIS CORAL MOUNTAIN AT ANDALUSIA tt,tot+,�e,r� aea,r AREA Hl & H2 oaotraoa,�aao,a TD DESERT DEV, CITY OF,LA QUINTA, CALIFORNIA FILE: 31681H.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 Sta d a d t t -d tion ' d t (P1 t - D 4 1) n r in ensi y ura curves a a a e , 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''= 'l.600(In /Hr) Storm event ear - 100 0 y - Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 �a +++++++++++++++++++++++++++++++++++++++ + + + + + + + + +...... + + + + + + + + + + + + + + ++ Process from Point /Station 21.000 to Point /Station 22.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 456.000(Ft.) Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 40.790(Ft -.) Difference in elevation = 3.410(Ft.) Slope = 0.00748 s(percent)= 0.75 TC = k (0.390) *[(length'3) /(elevation change)} "0.2 Initial area time of concentration 12.020 min. Rainfall intensity = 4.065(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.808 Decimal fraction soil group A = O.DOO ,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 = 5.419(CFS) Total initial stream area = 1.650(Ac.) Pervious area fraction = 0.500 4 I� +++++++++++++++++ + + + + +. + + + + + + + + + + + + + + + + + + +...... + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 21.000 to Point /Station 22.000 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.650(Ac.) Runoff from this stream = 5.419(CFS) Time of concentration = 12.02 min. Rainfall intensity = 4.065(In /Hr) I A + + + + + + + + + + + + . + + + + + + . . . + + + + + . + + + + + + + + + + + + + + + + + . . . . }•+ + + + + + + + . + + + + + + . . . . ' Process from Point /Station 23.000 to Point /Station 22.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 45.200(Ft.) Bottom (of initial area) elevation = 40.790(Ft.) Difference in elevation = 4.410(Ft.). Slope = 0.00678 s(percent)= 0.68 TC = k (0.390) *((length�3) /(elevation change)]^0.2 Initial area time of concentration = 14.123 min. Rainfall intensity = 3.702(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.8.01 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 = 9.280(CFS) Total initial stream area = 3.130(Ac.) Pervious area fraction = 0.500 Owl +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 23.000 to Point /Station 22.000 ' * * ** CONFLUENCE OF MINOR.STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.130(Ac.) Runoff from this stream = 9.280(CFS) Time of concentration = 14.12 min. Rainfall intensity = 3.702(In /Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS)- (min) (In /Hr) 1 5.419 12.02 4.065 ' 2 9.280 14.12 3.702 Largest stream flow has longer time of concentration Qp 9.280 + 'sum of Qb Ia /Ib 5.419 * 0.911 = 4.935 Qp = 14.215 Total of 2 streams to confluence: Flow rates before confluence point,:.- 5.419 9.280 Area of streams.before confluence: ' 1.650 3.130 , R Results of confluence: ... .. ' Total flow rate = 14.215(CFS) Time of concentration = 14.123 min. Effective stream area after confluence = 4.7.80(Ac.) 1 • 1 r a +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station . 22.000 to Point /Station 24.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 34.130(Ft.) Downstream point /station elevation = 33.230(Ft.) Pipe length = 178.00(Ft.) Manning's N = 0.009 No. of pipes = 1 Required pipe flow = 14.215(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe•flow = 14.215(CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 18.79(In.) Critical Depth = 16.80(In.) Pipe flow velocity = 7.63(Ft /s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 14.51 min. End of computations, total study area = 4.78 (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: 11/05/04' File:31681T.out 100 -YR STORM ANALYSIS CORAL MOUNTAIN AT ANDALUSIA ,t,rtra a�sasre *,ta AREA T1 *,r srtr aoaean�a TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681T.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 = 2.77.0(In /Hr) 10 year storm 60 minute intensity - 0.98.0('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 25.000 to Point /Station 26.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 44.000(Ft.) Bottom (of initial area) elevation = 27.300(Ft.) Difference in elevation = 16.700(Ft.) Slope = 0.06956 s(percent)= 6.96 TC = k (0.940) * [ (length''3)•/ (elevation change) ] X0.2 Initial area time of concentration = 14.345 min. Rainfall intensity = 3.669(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.730 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 = 2.465(CFS) Total initial stream area = 0.920(Ac.) Pervious area fraction = 1.000 End of computations, total study'area — ':-0.92 (Ac.) The f`oll'owing figures may' be used "for a unit hydrdgr-aph study of the .same area': Area averaged pervious area fraction(Ap) = 1.000 Area ave'raged-RI index number = 61.'0 Gift Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/05/04 File:31681R.out -=---------------------------------------------------------------------- 10.0 -YR STORM ANALYSIS CORAL MOUNTAIN AT ANDALUSIA a *ttkt,trast * * *o AREA R1 oaaosrncna TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681R.OUT --------------------------------------- --- ------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA - SIN 585 ---------------------------------------------------------7-------------- 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.'.s.torm 60 minute intensity - 0. 80(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 t ++ ++t.... + +t + +t ++tt +t..... t t} t tt.....+ t + +tt ................t'F........ Process from Point /Station 27.000 to Point /Station 28.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 290..000(Ft.) Top (of initial area) elevation = 64.000(Ft.) Bottom (of initial area) elevation = 27.300(Ft.) Difference in elevation = ' 36.700(Ft.) Slope = 0.12655 s(percent)= 12.66 TC = k(0.940) *[(length '3) /(elevation change)1"0.2 Initial area time of concentration = 13.729 min. Rainfall intensity = 3.764(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.734 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 = 3.010(CPS) Total initial stream area = 1.090(Ac.) Pervious area fraction = 1.000 End of computations, total study, area"-'= 1.09 (Ac.') The following figures may be used for, a unit hydrograph study of the 'same - area-'.'° Area averaged pervious area fraction(Ap) 1.000 Area averaged' RI- index number 6.1.0 1 1 1 11 I I. u 11 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/05/04 File:31681S.out ------------------------------------------------------------------- ------ 100 -YR STORM ANALYSIS CORAL MOUNTAIN AT ANDALUSIA esror�orr *sraaa AREA S1 e,�aaao *sraszne TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681S.OUT ------------------------------------------------------------------------ * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** t. English (in -lb) Units used in input data file ------------------------------------------------------------------------ Ludwig Engineering, San Bernardino, CA­ SIN 585 ------------7------------------------------------------------------------ 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 Cit ] area used Y 10 year storm -10. minute intensity ;= 2:T7&(In /Hr) 10 year storm °60 minute 'inten'sity 100 year storm l0 • minute ' intensi•ty ..` 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 29.000 to Point /Station 30.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 230.000(Ft.) Top (of initial area) elevation = 46.000(Ft.) Bottom (of initial area) elevation = 26.200(Ft.) Difference in elevation = 19.800(Ft.) Slope = 0.08609 s(percent)= 8.61 TC = k (0.940).* [ (length''3) / (elevation change) ] X0.2 Initial area time of concentration = 13.515 min. Rainfall intensity = 3.798(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.735 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 = 1.870(CFS) Total initial stream area = 0.670(Ac.) Pervious area fraction = 1.000 End of computations,..total = study.;:: area.> = 0.67 (Ac.) The following figures',may be used for a: unit..hydrograph study :of'. the :.s'ame: area'. Area averaged pervious area fraction(Ap) = 1.000 Area averaged, RI-.index:number :61.0 ! MW Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 11/05/04 File:31681U.out ------------------------------------------------------------------------ 100 -YR STORM ANALYSIS CORAL MOUNTAIN AT ANDALUSIA t►tttretrsttrffasrtta AREA Ul ,strwttttt: srttaatr TD DESERT DEV, CITY OF LA QUINTA, CALIFORNIA FILE: 31681U.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) a .. , = z 100 year storm 10 minute 'intensity ._ 4.520 (In /Hr) 100 year storm 60' minute intensity' Storm event year = Calculated rainfall intensity'data: 1 hour intensity = 1.600(In /Hr) Slope of intensi.ty duration curve = 0.5800 II 1 1 1 1 53 1 1 I I 1 1 1 L +++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + ++ + + ++ ++++ + + ++ Process from Point /Station 18.000 to Point /Station 31.000 * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 790.000(Ft.) 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 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):. = O..'5 0 0 Area averaged RI index number ._,:•56.0 0 i � r � y. � � _� r- .. - � � _ r 11i, , eA � •.�' INS°fRUCTIONS FOR FIG. USE, GF • CAPACITY OF CURB OPENING INI.E'TS IN A LOW POIVT OR SUMP-�� 'This graph is based nom. on the follo��isig conditions: }: - �' t^"•`�c =''' ': •• 1) ..The - • Q'- � : .- - _ : -, :... - - -= . ' •-: - _ - _ ' :•-.- _��::::::. = ( curb pening inlet no a j 'i z is _ �=;, i) located at a - low point the'. - ;yam =: (2) All flour coming to inlet _ _ - - - until cuff ' the must 'eventually enter' the 'inlet and .11 pond icient head is built up so the outflow through the inlet will - equal ' the peak inflow from the _ - ._ _ . gutters. .. _ _ ._ •. .� 'Enter the nomograph �; txo of the c:' -fit; third. with three values . h9 Q/L9 H /h9' and- read�i;heF :1 Wnere h e Total hei ht of feet L =Total g opening in �. _ length 'of opening in feet' H Depth of water at the entrance in feet' Q = :Tota p rate of flow to the inlet in NOrmc.11Y.Q9 L9 and h will be kno�m, and the nomograph �•: -. -- g can be used to de�.eraane�tii death of water H at the inlet.* The spread of the water on the' slreei: gill depend ' upon' the cross slope* of pavement-- - - _ ` op the The hydraulic basis of the - _ - - - _ -- • =.%1"' _ nomograph is as f011017S E (1)• �� For' heads .:. �.'.. . - . • . .. _ . -� : • - - _: _: - :�:. Y: the of wat up to-the- �- height of the iii n (depths erc) ooe g'. �r - 1)9 the inlet is assumed to act as a weir with the flow passing,' _ ough critical depth at the entrance and fo - _ llOWi:ng the for.�ula _ Q — 3087 LH '. ^- : .. a \•• •Y� - -:Y -. -�-� �, �': rte. - _ - -. .. - _ _ - ".i_.�� ;. r- ter. 4'- •:: _� "'�'.c. T � ,..' •�e:`•.r •'c •�_ .., ice)- ?jai. •Si_ _�!r: �.••••' •,t..r•�1 (2) For e; q:" greater than t;vice the height'of o�eriia (11>2)' H ` f : the_ inlet ' is• a umed g 9 . T- r ss to act as an orifice following -the formula _ Q = io 62 -h3/2 H� 1/2 _ - .: This rearr~ nt of - with CS p' angeme the_ standard orifice formula b' _ C� -,yam _ _ m o 7 and H _equal to the head on the middle of the• eiiii "�.''K h) .. - inlet opening (3) For heads with Huh betl7een 1 and 2, a transition' was used as the •ooeration'�;; of the inlet is -- _ indefinites: - .. r:.: � . - , • _ _ _ ,�,'� i i sovom IV— a 10" n• o. D - O p Z �• 3 SZ. > bo" o 9.3 o so" o o rq �• - o a m _ -m 9,9 O d• - of S - .. • •: ter•' . 4..•fiY ! • (El 31Va 31Va Ae awmHo As a31vinoivo 'ON 133HS eor ESTO-688-606 1183 MO-V88 -606 '4d OTbZ6 d0 'oulp,ieuiae ueS '3S PJ141 '3 60T 9swo -I 'b99 46"CY Ir :I ivaa 31V0 Ae O3NO3HO 31VO AS O31K1f1Owo —30 'ON 133HS sor €STO-688-606 He3 LUS-V88-606 -4d 01bZ6 t/0 'ou!PJeua98 ueS 3S PJ!41 -3 601 99- wa -MVIO 2 44";/ 31V0 31VO 30 AS O3NO3HO AS O3winowo 'ON 133HS ESIO-688-606 XBA LiZ V88-606 '4d O1bZ6 dO 'OUIPJewag UeS 'IS PJ!41 '3 601 JOB SHEET NO. OF 109 E. Third St. San Bernardino, CA 92410 CALCULATED BY DATE Ph. 909 - 884 -8217 Fax 909 - 889-0153 CHECKED BY DATE SCALE i NIO-M (606) :xD! 016Z6 VD 'CUPWO8 U05 tag-to (606) 7a1 IaaAS K 1SD3 601 3brUO311HOWONINNVId:!)NLl3AHf s:ONIH33NIJN3 IINJ tIOHVHOdHOO V x I ®199 If 'OAT 13 ME Y1 OCKM F fi 0 .000 .000.0 .000 ' T1 WATER SURFACE PRESSURE•GRADIENT ANALYSIS LINE "A" 0 T2 TD DESERT DEVELOPMENT, CITY•OF LA.QUINTA, CALIFORNIA Ho - T3 FILE: 1PHASEILINEA.WSW.OUT SO 983.000 415.000 1 422.970 ' R 1030.000 419.850 1 .009 R 1087.870 433.230 1 .009 R 1265.600 434.130 1 .009 JX 1268.3`50 434.140 1 2 .009 7.600 .436.140 R 1300.350 434.300 3 .009 SH 1300.350 434.300 3 434.300 CD 1 4 1 .000 2.000 .000 .000 .000 00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 ' CD 3 4 1 .000 1.500 .000 .000 .000 .00, Q 7.600 .0. fi 0 .000 .000.0 .000 .000 0 .000 .000 0 90.0 ..000 Ho - .000 0 fi FILE: line_ h_31681.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6 -30 -2005 Time:-9:16:42 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4). Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1:500 CD 3 4 1 1.500 .W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - WATER SURFACE PRESSURE GRADIENT ANALYSIS LINE "A" HEADING LINE NO 2 IS - TD DESERT DEVELOPMENT, CITY OF LA QUINTA, CALIFORNIA HEADING LINE NO 3 IS - FILE: 1PHASEILINEA.EDT.OUT W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 983.000 415.000 1 422.970 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1030.000 419.850 1 .009 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H -- 1087.870 433.230 1 .009 .000 .000 .000 0 ELEMENT NO 4 IS A REACH *' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1265.600 434.130 1 .009 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT 71 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1268.350 434.140 1 2 0 .009 7.600 .000 436.140 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.350 434.300• 3 009 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W.S ELEV 1300.350 434.300 3 434.300 W FILE: line_h_31681.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date`: 6 -30 -2005 Time: 9:16:46 WATER SURFACE PRESSURE GRADIENT ANALYSIS LINE "A" TD DESERT DEVELOPMENT, CITY OF LA QUINTA, CALIFORNIA FILE: 1PAHSEILINEA.OUT I Invert I Depth I Water I Q 1 V61 Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt INo Wth Station I Elev I (FT) I Elev I (CFS) '1 (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I 983.000 415.000 I I 7.970 422.970 I I 15.20 I 4.84 .36 I 423.33 I .00 1.41 I .00 2.000 -I- -I- .000 -I- .00 1 .0 I- -I- 37.187 -I- .1032 -I- -I- -I- -I- -I .0022 -I- .08 -I- 7.97 -I- .00 .51 .009 .00 .00 PIPE I I 1020.187 418.837 -I- I I 4.210 -I- 423.047 -I- I I 15.20 -I- I 4.84 .36 -i- -I- I 423.41 -1- I .00 -I- 1.41 -I- I . -00 I 2.000 -I- -I- I I .000' -I- .00 1 .0 I- -I- ' HYDRAULIC JUMP I 1020.187 418.837 I I .483 419.320 I I 15.20 I 26.02 10.51 I 429.83 I .00 1.41 I 1.71 I 2.000 -I- -I- I I .000 -I- .00 I 1 .0 1- -I- 9.813 -I- .1032 -I- -I- -I- -I- -I- .1346 -I- 1.32 -I- .48 -I- 7.85 .51 .009 .00 .00 PIPE I I 1030.000 419.850 I I .479 420.329 I I 15.20 I 26.27- 10.72 I 431.05 I .00 1.41 I 1.71 I 2.000 I I .000 .00 1 .0 3.739 .2312 .1333 .50 .48 7.95 .42 .009 .00 .00 PIPE I 1033.739 420.715 I I .485 421.200 I I 15.20 i 25.83 10.36 i 431.56 I .00 1.41 I 1.71 I 2.000 I I .000 .00 1 .0 I- 8.475 .2312 .1219., 1.03 .49 7.77 .42 .009 .00 .00 PIPE I ) I 1042.214 422.674 I I .501 423.175 I I 15.20 I 24.63 9.42 I 432.60 I .00 1.41 I 1.73 I 2.000 I I .000 .00 1 .0 6.735 .2312 - .1066 .72' .50 7.28 .42 •.009 .00 .00 PIPE 1048.949 424.231 .518 424.749 15.20 23.49 8.57 433.31 .00 1.41 1.75 2.000 .000 .00 1 .0 5.512 .2312 .0932 .51 .52 6.81 .42 .009 .00 .00 PIPE I I 1054.461 425.506 I •.536 I 426.042 I I 15.20 I 22.39 7.79 I 433.83 I .00 1.41 I 1.77 I 2.000 I I .000 .00 1 .0 4.604 .2312 .0816 .38 .54 6.38 .42 .009 .00 I .00 PIPE I I 1059.065 426.570 I .555 I 427.125 I I 15.20 I 21.35 7.08 I 434.20 I .00 1.41 I 1.79 I 2.000 -i- -I- I .000 -i- .00 1 .0 1- -I- 3.908 -f- .2312 -I- -1- -I- -I- -I- .0714 -I- .28 -I- .56 -I- 5.97 .42 .009 .00 .00 PIPE W FILE: line_h_31681.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 6 -30 -2005 Time: 9:16:46 WATER SURFACE PRESSURE GRADIENT ANALYSIS LINE "A" TD DESERT DEVELOPMENT, CITY OF LA QUINTA, CALIFORNIA FILE: 1PAHSEILINEA.OUT I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /1Base Wtl INo Wth . Station I Elev I (FT) I Elev •1 (CFS) I- -1- (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.I ZL 1Prs /Pip -I- L /Elem ICh -I- Slope I -I- I -I- I I -I- -I- SF. Avel -I- HF ISE -I- DpthlFroude -I- N1Norm -I- Dp -I- l "N" -I- I.X -Falll ZR -I IType Ch I 1062.973 I 427.474 I .574 428.048 I I 15.20 20.36 I 6.44 I 434.48 I .00 1.41 I 1.81 I 2.000 I I .000 .00 I 1 .0 3.349 .2312 .0625 .21 .57 5.58 .42 .009 .00 .00 PIPE 1066.321 I 428.248. I .594 I 428.842 I 15.20 19.41 I 5.85 I 434.69 I .00 •1.41 I 1.83 I 2.000 I I .000 .00 I 1 .0 2.894 .2312 .05'47 .16 .59 5123 .42 .009 .00 .00 PIPE • I 1069.215 I 428.917 .I .615 I 429.532 I. 15.20 -1- 18.51 I 5.32 I 434.85 I .00 1.41 I 1.85 I. 2.000 I I .000 .00 I 1 .0 -I- 2.518 -I- .2312 -I- -I- -I- -I- .0479 -I- .12 -I- .62 -I- 4.89 -I- .42 -I- .009 -I- .00 .00 1- PIPE I 1071.733 I 429.499 I - .637 I 430.136 I 15.20 17:65 I 4.83 I 434.97 I .00 1.41 I 1.86 I 2.000 I I .000 .00 I 1 .0 2.206 .2312 .0420 .09 .64 4.57 .42 .009 .00 .00 1- PIPE 1073.939 430.009 .659 430.668 15.20 16.82 4.40 435.06 .00 1.41 1.88 2.000 .000 .00 1 .0 1.936 .2312 .0367 .07 .66 4.28 .42 .009 .00 .00 PIPE 1075.875 430.457 .682 431.139 15.20 16.04 4.00 435.13 .00 1.41 1.90 2.000 .000 -.00 1 .0 1.700 .2312 .0322 .05 .68 4.00 .42 .009 .00 .00 PIPE 1077.575 430.850 .707 431.557 15.20 15.29 3.63 435.19 .00 1.41 1.91 2.000 .000 .00 1 .0 1.504 .2312 .0282 .04 .71 3.74 .42 .009 .00 .00 PIPE I 1079.079 I 431.197 I .732 I 431.930 I 15.20 14.58 I 3.30 I 435.23 I .00 1.41 I 1.93 I I 2.000 I .000 .00 I 1 .0 1.328 .2312 .0248 .03 .73 3.49 .42 .009 .00 .00 PIPE 1080.407 431.505 .758 432.263 15.20 13.90 3.00 435.26 .00 1.41 1:94 2.000 .000 .00 1 .0. 1.169 .2312 .0217 .03 .76 3.26 42 .009 .00 .00 PIPE 3c, FILE: line_h_31681.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 6 -30 -2005 Time: 9:16:46 WATER.SURFACE PRESSURE GRADIENT ANALYSIS LINE "A" TD DESERT DEVELOPMENT, CITY OF LA QUINTA, CALIFORNIA FILE: 1PAHSEILINEA.OUT I Invert I Depth I Water I Q 'I Vel Vel I Energy I Super ICrit'icallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor -I- I.D.1 -I- ZL -I IPrs /Pip - . -I- -I- L /Elem I'Ch Slope -I- I -I- I -I- I I -I- -I- SF.Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp I "N" I X -Fall) ZR' IType Ch 1081.576 431.775 .786 432.561 15.20 13.26 2.73 435.29 .00 1.41 1.95 2.000 .000 .00 1 .0 1.037 .2312 .0191 .02 :79 3.05 .42 009 .00 .00 I- PIPE 1082.614 432.015 .814 432.829 15.20 12.64 2.48 435.31 .00 1.41 1.97 2.000 .000 .00 1 .0 -I- .912 -I- .2312 -I- -I- -I- -I- -I- .0167 -I- .02 -I- .81 -I- 2.85 -I- .42 -I- .009 -I- .00 .00 1- PIPE . 1083.525 432.22.5 .844 433.070 15.20 12.05 2.26 435.33 .00 1.41 1.98 2.000 .000 .00, 1 .0 -I- .804 -I- .2312 -I- -1- -I- -I- -I- .0147 -I- .01 -I- .84 -I- 2.66 -I- .42 -I- .009 -I- .00 .00 1- PIPE - I 1084.329 432.411 .875 433.286 15.20 11.49 2:05 435.34 .00 1.41 1.98 2.000 .000 .00 1 .0 .703 .2312 .0129 .01 .88 2.48 .42 009 .00 .00 PIPE I 1085.032 432.574 I I .908 433.482 I I 15.20 10.96 I 1.86 I 435.35 I .00 1.41 I 1.99 I 2.000 I I .000 .00 I 1 .0 .616 .2312 .0114 .01 .91 2.31 .42 .009 .00 .00 PIPE I 1085.648 432.716 I I .942 433.658. I I 15.20 10.45 I 1.69. I 435.35 I .00 1.41 I 2.00 I 2.000 I I .000 .00 I 1 .0 .538 .2312 .0100 .01 .94 2.16 .42 .009 .00 .00 PIPE I 1086.186 432.841 I I .977 I 433.818 I 15.20 9.96 I 1.54 I 435.36 I .00 1.41 I 2.00 I 2.000 I I .000 .00 I 1 .0 .463 .2312 .0088 .00 .98 2.01 .42 .009 .00 .00 PIPE I 1086.650 432.948 I I 1.014 I 433.962 I 15:20 9.50 I 1.40 I 4.35.36 I .00 1.41 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- .395 . -I- .2312 -I- -I- -1- . -I- -I- .0077 -I- .00 -I- 1.01 -17 1.87 -1- .42 -I- .009. -I- .00 .00 1- PIPE I 1087.045 433.039 I I 1.053 I 434.092 I 15.20 9.05 I 1.27 I 435.37 I .00 1.41 f 2.00 I 2.000 I I .000 .00 I 1 .0 .329 2312 .0068 .00 1.05 1.74 .42 .009 .00 .00 1- PIPE FILE: line_h_31681.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4, Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 6 -30 -2005 Time: 9':16:46 WATER SURFACE PRESSURE GRADIENT ANALYSIS LINE "A" ` TD DESERT DEVELOPMENT, CITY OF LA QUINTA, CALIFORNIA FILE: 1PAHSEILINEA.OUT I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 2L IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fal1I 2R IType Ch I I 1087.373 433.il5 I 1.095 I 434.210 I I 15.20 8.63 I 1.16 I 435.37 I .00 I 1.41 1.99 I 2:000 I I 000 .00 1 .0 -I- .276 -I- .2312 -I- -I- -I- -I- -1- .0060 -17 .00 -1- 1.10 -1- 1.62 -1- .42 -I- .009 -I- .00 .00 1- PIPE 1087.650 433.179 1.138 434.317 15.20 8.23 1.05 435.37 .00 1.41 1.98 2.000 .000 .00 1 .0 .220 .2312 .0053 .00 1.14 1.50 .42 .009 .00 .00 PIPE I 1087.870 433.230 i 1.184 I 434.414 I I 15.20 7.85 I .96 1 435.37 I .00 I 1.41 1.97 I 2.000 I I .000 .00 I 1 .0 48.424 .0051 .0050 .24 1.18 1.39 1.18 .009 .00 00 1- PIPE I 1136.294 433.475 I 1.189 I 434.664 I I 15.20. 7:80 I .95 I 435.61 I .00 I 1.41 1.96 I 2.000 I I .000 .00 I 1 .0 87.197 .0051 .0046 .40 1.19 1.38 1.18 .009 00 .00 PIPE 1223.491 433.917 1.238 435.155 15.20 7.'44 .86 436.01 .00 1.41 1.94 2.000 .000 -I- .00 1 .0 -I- 28.502 -I- .0051 -I- -I- -I- -1- -I- 0041 -I- .12 -I- 1.24 -I- 1.28 -I- 1.18 -I- .009 .00 .00 1- PIPE I 1251.993 434.061 I I 1.289 -1- 435.350 I I 15.20 7:09 I .78 I 436.13 I .00 I 1.41 1.91 I 2.000 I I .000 .00 I 1 .0 -I- 10.643 -I- ..0051 -I- -I- -I- -I- .0037 -1- .04. -I- 1.29 -I- 1.18 -I- 1.18 -I- .009 -I- .00 .00 1- PIPE 1262.63'6 434.115 1.345. 435.460 15.20 6.76 .71 436.17 .00 1.41 1.88 2.000 .000 .00. 1 .0 2.964 .0051 .0032 .01 1.35 1.09 1.18 .009 00 .00 'PIPE 1265.600 434.130 1.405 435.535 15.20 .6.44 .64 436.18 .00 1.41 1.83 2.000 .000 .00 1 .0 JUNCT STR .0036 .0018 .00 1.41 1.00 .009 .00 .00 PIPE I 1268.350 434.140 I I 2.299 436.439 I I 7.60 4.30 I .29 I 436.73 I .00 I 1.07 .00 I 1.500 I I :000 .00 I 1 .0 32.000 .0050 .0025 .08 2.30 .00 .93 .009 .00 .00 PIPE FILE: line_h_31681.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE, 5 Program Package Serial Number:.1586 WATER SURFACE PROFILE LISTING Date: 6 -30 -2005 Time: 9:16:46 WATER SURFACE PRESSURE GRADIENT ANALYSIS'LINE "A" TD DESERT DEVELOPMENT, CITY OF LA QUINTA, CALIFORNIA FILE: 1PAHSEILINEA.OUT Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo <Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" .I X -Fa111 ZR IType Ch I I I I I I I I I I I I I 1300.350 434.300 2.219 436.519 7.60 .4.30 .29 436.81 .00 1.07 .00 1.500 .000 .00 1 .0 0 T1 STORM DRAIN LINE "B" AND "C" WATER SURFACE PRESSURE GRADIENT 0 T2 TRACT NO. 31681 -1 TD DESERT m CORAL MOUNTAIN, LA QUINTA T3 FILE: PHASEILINEB &C.OUT SO 1000.000 416.950 1 422.970 R 1096.010 421.120 1 .009 .000 .000 0 R 1157..830 421,430 1 .009 35.420 .000 0 R 1280.300 422,040 1 .009 .000 .000 0 JX 1281.300 422.045 3 2 .013 1.600 .- 423.540 90.0 .000 R 1332.520 423.090 3 .009 .000 22.250 0 JX 1333.520 423.090 5 4 .013 4.500 424.090 90.0 .000 R 1333.940 423,090 5 .009 .000 .000 0 R 1375.020 423.300 5 .009 - 78.457 .000 0 R 1416.840 423.510 5 .009 .000 .000 0 R 1507.690 423.970 5 .009 - 17.351 .000 0 R 1590.700 424.380 5 .009 .000 •.000 0 JX 1596.560 424,500 7 6 ..013 2.600 425.500 -90.0 .000 R 1.663.700 425.850 7 .009 .000 - 90.000 0 SH 1663.•700 425.850 7 425.850 CD 1 4 1 .000 1.500 .000, .000 .000 .00 CD 2 4 1 .000 1.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 000. .00 CD 4 4 1 .000 1.000 .000 .000 .000 .00 CD 5 4 1 .000 1.000 .000 .000 .000 .00 CD 6 4 1 .000 1.000 ..000 .000 .00.0 .00 CD 7 4 1 .000 .500 .000 .000 .000 .00 Q .400 .0 FILE: PHASEILINEB &C.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 5- 4 -2005 Time: 5: 9:13 WATER SURFACE PROFILE - CHANNEL:DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4), Y(5) Y(6) .Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH' DIAMETER WIDTH DROP- CD 1 4 1 1.500 CD 2 4 1 1.000 CD 3 4 1 1.500 CD 4 4 1 1.000 - CD 5 4 1 1.000 CD 6 4 1 1.000 CD 7 4 1 .500 W S P G -W' PAGE .NO 1 WATER SURFACE PROFILE _ TITLE CARD LISTING " HEADING LINE NO 1 IS - STORM DRAIN LINE nBn AND nCn WATER SURFACE - PRESSURE GRADIENT HEADING LINE NO 2 IS - TRACT NO. 31681 -1 TD DESERT ® CORAL MOUNTAIN, LA QUINTA HEADING LINE NO 3 IS - FILE: PHASEILINEB &C.OUT W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT•CARD LISTING% -- ' ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT _ W S ELEV 1000.000 416.950 1 422.970 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1096.010 421.120 1 .009. .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1157.830 421.430 1 .009 .100.001 35.420 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1280.300 422.040 1 ..Q09 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT --2 -N _ Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1281.300 422.045 3 2 0 .013 1.600 .000 423.540 .000 90.000 .000 RADIUS ANGLE .000 _000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1332.520 423.090 3 .009 .000 .000 22.250 Q ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1333.520 423.090 5 4 0 .- .013 4.500 .000 424.090 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1333.940 423.090 5 .009 .000 .000 .000 0 ELEMENT NO 9 IS A REACH U/S DATA 'STATION INVERT SECT N• RADIUS ANGLE ANG PT MAN H 1375.020 423.300 5 009 30.000 - 78.457 .000 0 W S P G. W' - PAGE NO 3 WATER SURFACE PROFILE - ELEMENT.CARD LISTING' ELEMENT NO 10 IS A REACH U/S DATA. STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1416.840 423.510 5 .009 .000 .000 .000. 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS - ANGLE ANG PT MAN H 1507.690 423.970 5 009 300.001 - 17.351 .000. 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1590.700 424.380 5 .009 .000 .000 .000 0 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT.-;l LAT- 2,.;•N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1596.560 424.500 7 6, 0 ..013 3.600 .000 425.500 .000 - 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 14 IS A REACH * * * . ,• U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1663.700 425.850 7 .00.9 .000 .000 - 90.000 0 ELEMENT NO 15 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1663.700 425.850 7 425.850 11 FILE: PHASEILINEB &C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date.: 5- 4 -2005 Time: 5: 9:18 STORM DRAIN LINE "Bu AND "C" WATER SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT ®.CORAL MOUNTAIN, LA QUINTA FILE: PHASEILINEB &C.OUT Invert Depth water Q Vel Vel 1. Energy I Super ICriticalIFlow ToplHeight /IBase Wt1 INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd -.E1.1 Elev I. Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 416.950 6.020 422.970 9.10 5.15 .41 423.38 .00 1.17 .00 1.500 .000 .00 1 .0 96.010 .0434 .0036 .35 6.02 .00 .55 .009 .00 .00 PIPE 1096.010 421.120 2.195 423.315 9.10 5.15 .41 423.73 .00 1.17 .00 1.500 .000 .00 1 .0 -I- 61.820 -I- .0050 -I- -I- -I- -I- - 1._. .0036 ::, -I- .22 71- .00 -1- .00 -1- 1.06 -1- .009 -1- .00 .00 1- PIPE 1157.830 421.430 2.159 423.589 9.10 5.15 .41 424.00 .00 1.17 .00 1.500 .000 .00 1 .0 122.470 .0050 .0036 .44 2.16 .00 .1.06 .009 .00 .00 PIPE 1280.300 422.040 1.990 424.030 9.10. 5.15 .41 424.44 .00 1.17 .00 1.500 .000 .00 1 .0 JUNCT STR .0050 .0063 .01 1.99 .00 .013 .00 .00 PIPE 1281.300 422.045 2.255 424.300 7.50 4.24 .28 424.58 .00 1.06 .00 1.500 .000. .00 1 .0 43.202 .0204 .0024 .10 2.26 .00 .61 .009 00 .00 PIPE 1324.502 422.926 1.500 424.426 7.50 4.24 .28 424.71 .00 1.06 .00 1.500 .000 .00 1 .0 6.115 .0204 .0023 .01 1.50 .00 .61 .009 .00 .00 PIPE 1330.618 423.051 1.360 424.411 7.50 4.45 .31 424.72 � .00 1.06 .87 1.500 .000 .00 1 .0 . -I- 1.902 -I- .0204 -I- -I- - I - -1- -1: .0022 -: -I- .00 -I- 1.36 -I- .56 -I- .61 -1- .009 -.1- .00 .00 1- PIPE 1332.520 I I 423.090 I 1.306 I 424.396 I I 7.50 4.59 .33 I 424.72 .00 I I 1.06 1.01 I I 1.500 I .000 .00 I 1 .0 JUNCT STR .0000 .0059 01 1.31 .64 .013 00 .00 PIPE 1333.520 423.090 1.902 424.992 3.00 3.82 .23 425.22 .00 .74 .00 1.000 .000 .00 1 .0 . .420 .0000 ';0039 00' 1.90 .00 .00 .009 .00 .00 PIPE FILE: PHASEILINEB &C.WSW W S P G W- CIVILDESIGN.Version 14.06 PAGE 2 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 5- 4 -2005 Time: 5: 9:18 STORM DRAIN LINE "B" AND "C" WATER SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT ® CORAL MOUNTAIN, LA QUINTA FILE: PHASElLINEB &C.OUT Invert Depth Water Q I Vel Vel". -'i-, Energy I Super ICriticaliFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Headl'I; Grd"-El. I Elev I Depth I Width IDia. - FTIor I. D. I ZL IPrS /Pip 'L /Elem ###+#*+#+ ICh Slope 1 Iwxxxxwxx# Ixx+ .1 w++ w+ 1 I++++ w++ x+ I+ 1 x+++:++* I#*##.# x+ SF'Avej I* xx• wx## I# HF' ISE DpthIFroude x,* *#+++ wl+++ xx++ NINorm l# x#+ x#*# Dp I # # # # # # #xl+ I "N" #xx # # #I I X -Fall + * + # # *xl ZR + + +++ IType Ch I #xx # # #* 1333.940 423.090 1.904 424.994 3.00 3.82 .23 425.22 .00 .74 .00 1.000 .000 .00 1 .0 41.080 .0051 .0034 .14 .00 .00 .69 .009 .00 .00 PIPE 1375.020 423.300 1.875 425.175 3.00 3.82 23 425.40 .00 .74 .00 1.000 .000 .00 1 .0 41.820 .0050 .0034 .14 1.88 .00 .69 .009 .00 .00 PIPE 1416.840 423.510 1.808 425.318 3.00 3.82 .23 425.54 .00 .74 .00 1.000 .000 .00 1 .0 90.850 .0051 .0034 .31 .00 .00 .69 .009 .00 .00 PIPE 1507.690 423.970 1.6.76 425.646 3.00 3.82 .23 425.87 .00 .74 .00 .1.000 .000 .00 1 .0 83.010 .0049 .0034 .28 1.68 .00 .70 .009 .00 .00 PIPE 1590.700 424.380 1.548 425.928 3.00 3.82 .23. 426.15 .00 .74 .00 1.000 .000 .00 1 .0 JUNCT'STR .0205 .0061 .04 1.55 .00 .013 .00 .00 PIPE 1596.560 424.50.0 2.137 426.637 .40 2.04 .06 426.70 .00 .32 .00 .500 .000 .00 1 .0 67.140 .0201 .0024 .16 2.14 .00 .20 .009 .00 .00 PIPE 1663.700 425.850 .970 426.820 .40 2.04 .06 426.88 .00 .32 .00 .500 .000 .00 1 .0 0 .000 .000 0 .000 .000 0 .000 .000 0 :000 ' T1 STORM DRAIN LANE "D" WATER SURFACE PRESSURE GRADIENT 0 T2 TRACT NO. 31681 -1 TD DESERT O CORAL MOUNTAIN, LA QUINTA .000 T3 FILE: PHASEILINED.OUT 90.0 .000 .000 .000 0 SO 1000.000 416.000 1 .000 0 90.0 422.970 ' R 1058.680 417.970 1 .009 R 1098.300 419.320 1 .009 . R 1137.90.0 420.750 1 .009 R 1175.430 422.090 1 .009 R 1259.410 425.510 1 . .009 R 1268.400 425.880 1- 009 R 1300.000 427.170 1 .009 ' R 1332.090 427.330 1 R 1527.100 428.310 1 .009 .009 JX 1529.100 428.320 1 2 013 9.000 430.320 R 1553.100 429.320 3 .009 JX R 1555.100 1624.940 429.410 432.330 3 3 4 .013 .009 9.000 430.910 JX 1626.940 432.330 3 2 .013 2.500 433.330 R 1648.940 432.440 6 .009 SH 1648.940 432.440 6 432.440 ' CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.000 .000 .000 1. 000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 ' CD CD 4 4 1 5 4 1 000 ,.000 1.000 1.000 :.000 .000 .000 .000 .000 .000 00 .00 CD 6 4 1 .000 670 .000 .000 .000 .00 CD 7 4 1 .000 ..670 .000 .000 .000 .00 . Q 2.500 .0 0 .000 .000 0 .000 .000 0 .000 .000 0 :000 .000 0 48.117 .000 0 .000 .000 0 - 18.105 .000 0 - 18.386 .000 0 .000 .000 0 90.0 .000 .000 .000 0 90.0 .000 .000 .000 0 90.0 .000 .000 .000 0 M M MEW M M M M FILE: PHASEILINED.WSW W S P G W - EDIT LISTING - .Version 14.06 Date: 5- 4 -2005 Time: 4:32:53 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5)' Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO 'TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.000 CD 3, 4 1 1'.500 CD 4 4 1 1.000 1 CD 5 4 1 1.000 7 CD 6 4 1 .670 CD 7 4 1 .670 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD'LISTING HEADING LINE NO 1 IS - STORM DRAIN LIINE "D" WATER SURFACE.PRESSU_RE GRADIENT HEADING LINE NO 2 IS - TRACT NO. 31681 -1 TD DESERT '® CORAL MOUNTAIN, LA QUINTA HEADING LINE NO 3 IS - FILE: PHASEILINED.OUT W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 416.000 1 422.970. ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1058.680 417.970 1 .009 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT' MAN H 1098.300 419.320 1 .009 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N' RADIUS ANGLE ANG PT MAN H 1137.900 420.750 1 .009 :000 .000 .000 0 ELEMENT NO 5- IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1175.430 422.090 1 .009 .000 .000 .000. 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1259.410 425.510 1 .009 100.000 48.117 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1 1268.400 425.880 1 .009 .000 .000 .000 0 ELEMENT NO 8 I A REACH U/S DATA STATION INVERT SECT N `RADIUS ANGLE ANG PT MAN H 1300.000 427.170 1 _ .009 100.003 - 18.105 .000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION. INVERT SECT N RADIUS ANGLE ANG PT MAN H 1332.090 427.330 1 009 100.001 - 18.386 000 0 ELEMENT NO 10 IS A REACH - U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1527.100 428.310 1 .009 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION * * * * « * + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N" 63 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1529.100 428.320 1 2 0 .013 9.000 .000 430.320 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N • RADIUS ANGLE ANG PT MAN H 1553.100 429.320 3 .,009 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A JUNCTION * * * * + * « U/S DATA STATION INVERT SECT LAT 71 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1555.100 429.410 3 4 0 .013 9.000 .000 430.910 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1624.940 432.330 3 •.009 .000 .000 .000 0 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT= ,1''LAT- 2` ° "N. Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1626.940 432.330 3 2 0 013 2.500 .000 433.330 .000 90.000 .000 r "`'` RADIUS ANGLE .000 .000 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1648.940 432.440 6 :009 .000 .000 .000 0 ELEMENT NO 17 IS A SYSTEM HEADWORKS * « U/S DATA STATION INVERT SECT W S ELEV 1648.940 432.440 6 432.440 FILE: PHASEILINED.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1586 WATER SURFACE - PROFILE LISTING Date:.5- 4 -2005 Time: 4:32:58 STORM DRAIN LIINE "D" WATER SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT @ CORAL MOUNTAIN, LA QUINTA FILE: PHASEILINED.OUT Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev ( Depth I Width IDia. -FTIor I.D., 'ZL jPrs /Pip L /Elem ICh Slope I I SF Ave' HF• 'ISE DpthIFroude NINorm Dp I "N" I X- Fall's ZR IType Ch 1000.000 416.000 6.970 422.970 23.00 7.32 .83 423.80 .00 1.71 .00 2.000 .000 .00 1 .0 58.680 .0336 .0050 .29 6.97 .00 .86 .009 .00 .00 PIPE 1058.680 417.970 5.291 423.261 23.00 7.32 .83 424.09 .00 1.71 .00 2.000 .000. .00 1 .0 39.620 .0341 .0050 .20 5.29 .00 .86 .009 .00 .00 PIPE 1098.300 419.320 4.137 -423.457 23.00 7.32 ..83 424.29 .00 1.71 .00 2.000 .000 .00 1 .0 21.422 .0361 .0050, .11' 4.14 00 .84 .009 .00 .00 PIPE 1119.722 420.034 3.470 423.563 -23.00 7.32 .83 424.40 .00 1.71 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1119.722 420.094 .871 420.964 23.00 17.52 4.77 425.73 .00 1.71 1.98 2.000 .000 .00 1 .0 18.178 .0361 .0318 .58 .87 3.79 .84 .009: .00 .00 PIPE 1137.900 420.750 .876 421.626 23.00 17.37 4.69 426.31. .00 1.71 1.98 2.000 .000 .00 1 .0 37.530 .0357 .0305 .1.14 .88 3.75 .85 .009 .00 .00 PIPE 1175.430 422.090 .892 422.982 23.00 16.98 4.48 427.46 .18 1.71 1.99 2.000 .000 .00 1 .0 20.456 .0407 .0283 .58 1.07 3.63 .82. .009 .00 .00 PIPE 1195.886 422.923 .913 423.836 23.00 16.45 4.20 428.04 .17 1.71 1.99 2.000 .000 .00 1 .0 22.758 .0407 .0254 .58 1.08 3.46 .82 .009 .00 .00 PIPE 1218.644 423.850 .947 424.797 23.00 15.68 3.82 428.62 .15 1.71 2.00 2.000 .000 .00 1 .0 16.963 .0407 .0 224 <' -' "38 1.10 3.23 .82 .009 .00 .00 PIPE FILE: PHASElLINED.WSW W S P G W- CIVILDESIGN Version 14:06 PAGE 2 Program Package Serial Number:.1586 WATER SURFACE PROFILE LISTING Date: 5- 4 -2005 Time: 4:32:58 STORM DRAIN LIINE "D° :WATER SURFACE_ PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT ® CORAL MOUNTAIN, LA QUINTA FILE: PRASEILINED.OUT Invert I Depth I water I Q I Vel Vel I." Energy. I Super ICriticallFlow ToplHeight/ {Base Wtj INo wth Station I Elev l (FT) I Elev I (CFS) I (FPS) Head:'I' Grii.'E1:.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 1235.606 424.541 .983 425.524 23.00 14.95 3.47 429.00 .14 1.71 2.00 2.000 .000 .00 1 .0 13.210 .0407 I 0197•• .26 1.12 3.00 .82 .009 .00 .00 PIPE 1248.816 { 425.079 1.021 { { 426.100 I 23.00 I I 14.26 3.16 429.26 .13 I I 1.71 2.00 { I 2.000 { .000 .00 I 1 .0 10.594 .0407 I .0174 .18 1.15 2.80 .82 .009 .00 .00 PIPE 1259.410 I' 425.510' 1.061 I I 426.571 I 23.00 I I 13.59 2.87 429.44 .00 I I 1.71 2.00 I I 2.000 •� .000 :00 I 1 .0 .632 .0412 .0162 .01 1.06 2.60 .81 .009 .00 .00 PIPE 1260.042 425.536 1.063 426.599 23.00 13.55 .,2.85 429,45 .00 1.71 2.00 2.000 .000 .00 1 .0 8.358 .0412 .0152.' .13 1.06 2.59 .81 .009 .00 .00 PIPE 1268.400 425.880 1.105 426.985 23.00 12.92 2.59 429.58 .10 1.71 1.99 2.000 .000 .00 1 .0 .419 .0408 .0142 41 1.21 2.41 .81 .009 .00 .00 I_ PIPE 1268.819 425.897 1.107 427:004 23.00 12.88 2.57 429.58 .10 1.71 1.99 2.000 .000 .00 1 .0 6.901 I .0408 .0133 :09 1.21 2.39 81 .009 .00 .00 PIPE 1275.719 I 426.179 1.151 I I 427.330 I 23.00 I I 12.28 2.34 429.67 I .09 I 1.71 1.98 I I 2.000 I .000 00 I 1 .0 5.700 .0408 .0117 .07 1.24 2.22 .81 .009 .00 .00 PIPE 1281.420 426.412 1.198 427.610 23.00 11.71 2.13 429.74. .08 1.71 1.96 2.000 .000 .00 1 .0 4.746 .0408 .0104 .05 1.28 2.06 ..81 .009 .00 .00 PIPE 1286.166 426.605 1.247 427.852 23.00 11.16 .1.93 429.79 .07 1.71 1.94 2.000 .000 .00 1 .0 3.918 .0408 :00 92 `'= '`i'0'4`' 1.32 1.91 .81 .009 .00 .00 PIPE FILE: PHASEILINED.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 5- 4 -2005 Time: 4:32:58 STORM DRAIN LIINE "D" WATER SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT O CORAL MOUNTAIN, LA QUINTA FILE: P.HASEILINED.OUT #**!* ff*#***# if* ifY#****** ff** fYdf* Yf* Y* f*** f*****#**** f* fYf* Y##*****#*•*.** ff*# f*#*** f****** # * # } *fY #* #f #* * } # # # * *f * * * #* *Yi #* ** #R ** ## Invert Depth Water Q Vel Vel . Energy I Super I Critical I Flow Top Height/ IBase Wt INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head'*) Grd.El,.I Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem j h Slope I I SF Avel DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1290.084 426.765 1.299 428.064 23.00 10.64 1.76 429..82 .07 1.71 1.91 2.000 .000 .00 1 .0 3.182 .0408 .0082 .03 1.37 1.76. .81 .009 .00 .00 PIPE 1293.266 426.895 1.355 428.250 23.00 10.15 1.60 429.85 .06 1.71 1.87 2.000 .000 .00 1 .0 2.544 .0408 .0073 .02 1.41 1.62 .81 .009 .00 .00 PIPE 1295.810 426.999 1.415 428.414 23.00 9.67. 1.45 429.87 .05 1.71 1.82 2.000 .000 .00 1 .0 1.956 .0408 .0065 .01 1.47 1.49 .81 .009 .00 .00 PIPE 1297.766 427.079 1.480 428.559 23.00 9.22 1.32 429.88 .05 1.71 1.75 2.000 .000 .00 1 .0 1.404 .0408 .0058 .01 1.53 1.36 .81 .009 .00 .00 PIPE 1299.169 427.136 1.551 428.687 23.00 8.79 1.20 '429:89 .04 1.71 1.67 2.000 .000 .00 1 .0 831 .0408 .0053 . :00 1.59 1.24 .81 .009 .00 .00 PIPE 1300.000 427.170 1.631 428.801 23.00 8.39 1.09. 429.89 .03 1.71 1.55 2.000 .000 .00 1 .0 32.090 .0050 .0050 .16 1.66 1.11 1.63 .009 .00 .00 PIPE 1332.090 427.330 1.626 428.956 23.00 8.41 1.10 430.05 .00 1.71 1.56 2.000 .000 .00 1 .0 143.922 .0050 .0050 .72 1.63 1.12 1.63 .009 .00 .00 PIPE 1476.012 428.053 1.626 429.680 23.00 8.41 1.10 430.78 .00 1.71 1.56 2.000 .000 100 1 .0 51.088 .0050 .0048 .25 1.63 1.12 1.63 .009 .00 .00 PIPE . 1527.100 428.310 1.706 430.016 23.00 8.06 1.01 431.02 .00 1.71 1.42 2.000 .000 .00 1 .0 JUNCT STR .00.50 006`8•: '01 1.71 1.00 013 .00 .00 PIPE i 0 FILE: PHASEILINED.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1586" . WATER SURFACE PROFILE LISTING Date: 5- 4 -2005 Time: 4:32:58 STORM DRAIN LIINE "D" WATER SURFACE-PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT O CORAL MOUNTAIN, LA QUINTA FILE: PHASEILINED.OUT 'Invert I Depth I Water I Q I Vel Vel; _`�'.; `'Energy I Super ICritical.lFlow Top Height / Base Wt j I No Lath Station] Elev I (FT)' I Elev I (CFS) I (FPS) Head's Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem. Ch Slope I SF'Avel'> ':HF'-.1 SE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1529.100 428.320 2.983 431.303 14.00 7.92 .97 432.28 .00' 1.38 .00 1.500 .000 .00 1 .0 24.000 .0417 .0085'' .20 2.98 .00 .71 .009 .00 .00 PIPE 1553.100 429.320 2.187 431.507 14.00 7.92 .97 432.48 .00 1.38 .00 1.500 .000 :00 1 .0 JUNCT STR .0450 .0100 .02 2.19 .00 .013 .00 .00 PIPE 1555.100 429.410 3.818 433.228 5.00 2.83 .12 433.35 .00 .86 .00 1.500 .000 .00 1 .0 56.914 .0418 .0011• .06 3.82 .00 .41 .009 .00 .00 PIPE 1612.014 431.790 1.500 433.290 5.00 2.83 .12 433.41 .00 .86 .00 1.500 .00.0 .00 1 .0 3.099 .0418 .0010 .00 1.50 .00 .41 .009 .00 .00 PIPE 1615.113 431.919 1.360 433.279 5.00 2.97 .14 433.42 .00 .86 .87 1.500 .000 .00 1 .0 1.625 .0418 .0610 .00 1.36 .38 .41 .009 .00 .00 PIPE 1616.138 431.987 1.280 433.267 5.00 3.11 :T5• 433.42 .00 .86 1.06 1.500 .000 .00 1 .0 1.275 ..0418 .0011 .00 1.28 .45 .41 .009 .00 .00 PIPE 1618.013 432.040 1.213 433.253 5.00 3.26 .11 433:42 .00 .86 1.18 1.500 .000 .00 1 .0 .842 .0418 .0012 - .00 1.21 .50 .41 .009 .00 .00 PIPE 1618.855 432.076 1.155 433.231 5.00 3.42 .18 433.41 .00 .86 1.26 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1618.855 432.076 .614 .432.690 5.00 7.34 .84 433.53 .00 .86 1.48 1.500 .000 .00 1 . .0 1.015 .0418 :0082`:01• .61 1.90 .41 .009 .00 .00 PIPE = = = = = = M FILE: PHASEILINED.WSW W S P G W- CIVILDESIGN"Version 14.06 PAGE 5 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 5- 4 -2005 Time:'4:32:58 STORM DRAIN LIINE "D" WATER SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT @ CORAL MOUNTAIN, LA QUINTA FILE: PHASEILINED.OUT { Invert { Depth { Water { Q { Vel Vel . {.: Energy { Super ICriticallFlow Top {Height / {Base Wt{ {No Wth Station { Elev (FT) Elev { (CFS) { (FPS) Head { Grd.E1.{ Elev { Depth { Width {Dia. -FT {or I.D.{ ZL {Prs /Pip L /Elem {Ch Slope { { { { SF Ave{., 'NO {SE.DpthIFroude N {Norm Dp { 'IN" { X -Fall ZR IType Ch 1619.870 432.118 .637 432.755 5.00 6.99 .76 433.51 .00 .86 1.48 1.500 .000 .00 1 .0 1.331 .0418 0072 .01 .64 1.77 .41 .009 .00 .00 PIPE 1621.201 432.174 .660 432.834 5.00 6.67 .69 433.52 00 .86 1.49 1.500 .000 .00 1 .0 1.065 .0418 .0063 .01 .66 1.66 .41 .009 .00 .00 PIPE 1622.265 432.218 .685 432.903 5.00 6.36 .63 433.53 .00 .86 1.49 1.500 .000 .00 1 .0 .885 .0418 .0056 :00 .69 1.54 .41 .009 .00 .00 PIPE 1623.150 432.255 .710 432.965 5.00 6.06 .57 433.54 .00 .86 1.50 1.500 .000 .00 1 .0 .674 .0418 .0049 .00 .71 1.44 .41 .009 .00 .00 PIPE 1623.824 432.283 .737 433.020 5.00 5.78 .52 433.54 .00 .86 1.50 1.500. .000 .00 1 .0 .511 .0418 .0043 .00 .74 1.34 .41 .009 .00 .00 PIPE 1624.335 432.305 .765 433.070. 5.00' 5.51. .47 433.54 .00 .86 1.50 1.500 .000 .00 1 .0 .339 .0418 .0038 .00 .77 1.25 .41 .009 .00 .00 PIPE 1624.673 432.319 .795 433.114 5.00 5.25 :43 433:54 .00 .86 1.50 1.500 .000 .00 1 .0 .207 .0418 .0034; .00 .80 1.16 .41 .009 .00 .00 PIPE 1624.880 432.327 .826 433.154 5.00 5.01 .39' 433.54 .00 .86 1.49 1.500 .000 .00 1 .0 .060 .0418 .0030 .00 .83 1.08 .41 .009 .00 .00 PIPE 1624.940 432.330 .860 433.190 5.00 4.77 35 433.54 .00 .86 1.48 1.500 .000 .00 1 .0 JUNCT STR .0000 .'0031 ' ' ' '`.'01`' .86 1.00 .013 .00 .00 PIPE W FILE: PHASEILINED.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 158.6. WATER SURFACE PROFILE LISTING Date: 5- 4 -2005 Time: 4:32:58 STORM DRAIN LIINE "D!!;:WATER,SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD.DESERT O CORAL MOUNTAIN, LA QUINTA, FILE: PHASEILINED.OUT ++++f f++++*f ff+++*+ fxx+++ fff++ x" x+ x+x xx*++ xxfffx+ + Rxx +iff #ff +xrr * + #xx +xxxtfxxx #ff *xf xfffx + + +x #f tfxxfi +ffffffxif x + + +i + + + + + +ix +fxt + + ++ Invert Depth Water Q Vel Vel J Energy Super ICriticallFlow ToplHeight /Base wtj ENO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd:El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch + + +f,f +x + +I +xf # + * + *xlfff +xf xfl* xR* f* xx# Ixx ff *x *xflfffifxxlxx *xxxxlff + + +xf xf if +xie +i +I + * *f iffxl fx++ + + + +Ix +x +xfxlx +xx + ++Iffxf* Ixfff +if 1626.940 432.330 1.327 .433.657 2.50 7.09 .78 434.44 .00 .65 .00 .670 .000 .00 1 .0 22.000 :0050 .0200 .44 1.33 .00 .67 .009 .00 .00 PIPE 1648.940 432.440 1.656 434.096 2:50 7.09 .78 434.88 .00 .65• .00 .670 .000 .00 1 .0 T1 STORM DRAIN LINE "E" WATER SURFACE PRESSURE GRADIENT T2 TRACT NO. 31681 -1 TD DESERT Q CORAL MOUNTAIN, LA QUINTA T3 FILE: PHASEILINEE.OUT SO 1000.330 422.690 1 427.650 R 1021.500 423.980 1 .009 R 1055.380 425.530 1 .009 R 1250.000 427.760 1 .009 JX 1262.780 427.760 3 2 .009 8.800 428.010 JX 1287.740 428.530 5 4 .009 8.800 428.780 TS 1291.110 428.640 6 .009 R 1417.340 432.510 6 .009 R 1571.850 433.590 6 .009 R 1591.480 433.730 5 .009 R 1593.150 433.740 4 .009 SH 1593.150 433.740 6 433.740 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 000 1.500 .000 .000 .000 .00 CD, 6 4 1 .000 1.500 .000 .000 .000 .00 Q 13.100 .0 I 0 .000 .000 0 19.412 ' .000 0 .000 19.281 0 -45.0 .000 -45.0 .000 .000 80.361 .000 0 .000 .000 0 - 44..989 .000 0 .000 .000 0 z/ FILE: PHASEILINEE.WSW W S P G W - EDIT LISTING.- ,Version 14.06' Date: 5- 6 -2005 Time: 9:11:47 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.500 CD 3 4 1 2.000 CD 4 4 1 1.500 CD 5 4 1. 1.500 CD 6 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING - HEADING LINE NO 1 IS - STORM DRAIN LINE "E" WATER SURFACE PRESSURE GRADIENT HEADING LINE NO '2 IS - TRACT NO. 31681 -1 TD DESERT @ CORAL MOUNTAIN, LA QUINTA HEADING LINE NO 3 IS - FILE: PHASEILINEE.OUT W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.330 422.690 1 427.650 ELEMENT NO .2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1021.500 423.980 1 .009 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS. ANGLE ANG PT MAN H 1055.380 425.530 1 .009 99.999 19.412 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H, 1250.000 427.760 1 .009 .000 .000 19.281 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 'LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1262.780 427.760 3 2 0 .009 8.800 .000 428.010 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3' Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1287.740 428.530 5 4 0 .009 8.800 .000 428.780 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1291.110 428.640 6 ..009 .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1417.340 432.510 .6 .009 89.999 80.361 .000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1571.850 433.590 6 :009 .000 .000 .000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS.A REACH + * + U/S DATA STATION INVERT SECT N, RADIUS ANGLE ANG PT MAN H 1591.480 433.730 5 .009 25.000 - 44.989 .000 0 ELEMENT NO 11 IS A REACH * + + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1593.150 433.740 4 -x009 .000 .000 .000 0 ELEMENT NO 12 IS A SYSTEM HEADWORKS + + U/S DATA STATION INVERT SECT' W S ELEV ., 1593.150 433.740 6 433.740 w r w a. rr r� r� r w r r� w r _r r w r •rte FILE: PHASEILINEE.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 5- 6 -2005 Time: 9:11:52 STORM DRAIN LINE "E" WATER SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT @CORAL MOUNTAIN, LA QUINTA FILE: PHASEILINEE.OUT r+ wxrr++*+ rrrr+++++ wwwwr++ rrrrr+++ rxrrrxxrrrr+ xrrrxr+ wwxxxrrrrrxrrrrrw+ rxrwxrrrrxwx+ rr+ r+ xrxxtrrrxr *r : + + + + +xrxxxxrr +r +rr + ++ +xrrrr ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight /lBase Wtl - INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.Sl.l Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem + x+++++ xrlr+ ICh Slope xrwrxxxlrr+ I wrrrrl+ wxxrr+ xxlrr+ xwwwrxlrrrrrrwlr++++++ SF Avel HF ISE Ixxrxxt rr+ I+ Dpth]Froude w+ rwrxlr++ NINorm Dp xrrxrl + + + +x�xxlrrr I "N" I +rrrl X -Fall + + + + +xxlx ZR + + ++ IType Ch Ix + +xxrr 1000.330 422.690 4.960 427.650 30.70 9.77 1.48 429.13 .00 1.87 .00 2.000 .000 .00 1 .0 21.170 .0609 .0088 :19 4.96 .00 .86 .009 .00 .00 PIPE 1021.500 423.980 3.857 427.837 30.70 9.77 1.48 429.32 .00 1.87 .00 2.000 .000 .00 1 .0 33.880 .0457 .0088 .30 .00 .00 .93 .009 .00 .00 PIPE 1055.380 425.530 2.744 428.274 30.70 9.77 1.48 429.76 .00 1.87 .00 2.000 .000 .00 1 .0 194.620 .0115 .0088 1:72 2.74 .00 1.45 .009 .00 .00 PIPE 1250.000 427.760 2.326 430.086 30.'70 9.77 1.48 431:57 .00 1.87 .00 2.000 .000 .00 1 .0 JUNCT STR .0000 .0067 .09 2.33 .00 .009 .00 .00 PIPE 1262.780 427.760 3.561 431.321 21.90 6.97 .75 432.08 .00 1.67 .00 2.000 .000 .00 1. .0 JUNCT STR .0308 .0060 .15 3.56 .00 .009 .00 .00 PIPE 1287.740 428.530 3.251 431.781 13.10 7.41 .85 432.63 .00 1.35 .00 1.500 .000 .00 1 .0 TRANS STR .0326 .0075 .03 3.25 .00 .009 .00 .00 PIPE 1291.110 428.640 3.166 431.806 13.10 7.41 .85 432.66 .00 1.35 .00 1.500 .000 .00 1 .0 40.314 .0.307 .0075' .30 .00 .00 .74 .009 .00 .00 PIPE 1331.424 429.876 2.297 432.173 13.10 7.41 .85 433.03 .00 1.35 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1331.424 429.876 .825 430.701 13.10 13.15 2.69 "433.39 .09 1.35 1.49 1.500 .000 .00 1 .0 6.318 .0307 6 237`= ^'..14 .91 2.84 .74 .009 .00 .00 PIPE u r �r ri w rr� rr ■r rr ■r +� r� �r �r rr rr r� r ■r r� FILE: PHASEILINEE.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: '1586'` WATER SURFACE PROFILE LISTING Date: 5- 6 -2005 Time: 9:11:52 STORM DRAIN LINE "E" WATER SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT @ CORAL MOUNTAIN, LA QUINTA FILE: PHASEILINEE.OUT Yf#f t}f f*f f** f# Y** ffYfffY#### fft## tf fffff* 1ffRRfff * * # # *f * *Yt #. *f *fYY * *, *f *f YfY#tf # *f *f * *ffff*f #*Ydd #fYtYf Yf *fitf #f # * #itY*i #f fif #t #ff { Invert { Depth { Water { Q { Vel Vel•. Energy { Super {Critical {Flow Top {Height / {Base Wt{ {NO Wth Station { Elev { (FT) { Elev { (CFS) { (FPS) 1jead, {,,.,:Grd.,E1.{ Elev { Depth { Width {Dia. -FT {or I.D.{ ZL jPrs /Pip L /Elem {Ch Slope { { { { SF Ave{ HF {SE Dpth{Froude N {Norm Dp { "N" { X -Fall{ ZR {Type Ch ' 1337.742 { { 430.070 { .825 { 430.895 I 13.10 13.15 { 2.68. I 433.58 .09 I { 1.35 1.49 { 1.500 { { .000 .00 { 1 .0 -I- 20.605 .0307 .0204 .42 .91 2.84 .74 .009 .00 .00 {- PIPE 1358.348 430.701 .858 431.560 13.10 12.53 2.44 434.00 .08 1.35 1.48 1.500 .000 .00 1 .0 14.885 .0307 .0180 .27 .94 2.63 .74 .009 OU .00 PIPE 1373.233 431.158 .892 432.050 13.10 11.95 2.22 434.27 .07 1.35 1.47 1.500 .000 .00 1 .0 11.202 .0307 .0160 .18 .96 2.44 .74 .009 .00 .00 PIPE 1384.435 431.501 .929 432.430 13.10 11.39 2.02, 434.45' .07 1.35 1.46 1.500 .000 .00 1 .0 8.798 .0307 .0141 .12 .99 2.26 .74 .009 .00 .00 PIPE 1393.233 431.771 .967 432.738 13.10 10.86 1.83 434.57 .06 1.35 1.44 1.500 .000 .00 1 .0 6.884 .0307 .0126 .09 1.03 2.09 .74 .009 .00 .00 PIPE 1400.117 431.982 1.009 432.991 13.10 10.36 1.67 434.66 :05 1.35 1.41 1.500 .000 .00 1 .0 5.516 .0307 .0112 .06. 1.06 1.93 .74 .009 .00 .00 PIPE 1405.634 432.151 1.053 433.204 13.10 9.88 1.51 434.72 .05 1.35 1.37 1.500 .000 .00 1 .0 4.336 .0307 .0100 .04 1.10 1.77 .74 .009 .00 .00 PIPE 1409.970 432.284 1.101 433.385 13.10 9.42 1.38. 434.76 .04 1.35 1.33 1.500 .000 .00 1 .0 3.323 .0307 .0089 .03 1.14 1.62 .74 .009 .00 .00 PIPE 1413.293 432.386 1.154 433.540 13.10 8.98 1.25 -434.79 .04 1.35 1.26 1.500 .000 .00 1 .0 2.469 .0307 .0081 .02 1.19 1.47 .74 .009 .00 .00 PIPE FILE: PHASEILINEE.WSW W S P G W- CIVILDESIGN:Version 14.06 PAGE 3 Program Package Serial Number: 1586 WATER SURFACE 'PROFILE LISTING Date: 5- 6 -2005 Time: 9:11:52 STORM DRAIN LINE "E" WATER SURFACE PRESSURE GRADIENT TRACT NO. 31681 -1 TD DESERT O CORAL MOUNTAIN, LA QUINTA FILE: PHASEILINEE.OUT 'Invert I Depth I Water I Q I Vel Ve1;.I Energy 1. Super ICriticalIFlow ToplHeight /Base Wtj ENO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head.J,.Grd.El.I Elev I Depth I Width IDia. -FTIor I. D. I ZL IPrs /Pip L /Elem ICh Slope I SF AV61 HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ff+#+** * *IfYY *YR * * *Ifffff + *wlfiff + *R *f If * ** fff** If** if** Ifffiff' fl-* i*.##'* w' ffl* Y* ffffl * # # *ff * #Iff #wf + * *I * + * *f * *If #wwf Ywlfif *# I #+ ##i ## 1415.762 432.462 1.212 433.674 13.10 8.56 1.14,. 434.81 .03 1.35 1.18 1.500 .000 .00 1 .0 1.578 .0307 .0073 .01 1.24 1.33 .74 .009 .00 .00 PIPE 1417.340 432.510 1.279 433.789 13.10 8.16. 1.03 434.82 :00 1.35• 1.06 1.500 .000 .00 1 .0 67.049 .0070 .0070 .47 1.28 1.17 1.28 .009 .00 .00 PIPE 1484.389 432.979 1.279 434.257 13.10 8.16 1.03 435.29 .00 1.35 1.06 1.500 .000 .00 1 .0 87.461 .0070 :0069 ..61 1.28 1.17 1.28 .009 .00 .00 PIPE 1571.850 433.590 1.296 434.886 13.10 8.07 1.01, 435.90 .08 1.35 1.03 1.500 .000 .00 1 .0 19.630 .0071 .0067 .13 1.38 1.13 1.26 .009 .00 .00 PIPE 1591.480 433.730 1.354 435.084 13.10 7.80 .95 436.63 .00 1.35 .89 1.500 .000 .00 1 .0' 1.670 .0060 .0065 .01 1.35 1.00 1.50 .009 .00 .00 PIPE 1593.150 433.740 1.3.74 435.114 .13.10 7.72 93 436.04 .00 1.35 .83 1.500 .000 .00 1 .0 T1 WATER PRESSURE GRADIENT ANALYSIS LINE "E -1" CATCH BASIN # 4 T2 TD DESERT DEVELOPMENT, CORAL MTN. AT ANDALUSIA, CITY OF LA QUINTA T3 FILE: PHASEILINEEI SO 1262.780 428.010 1 431.320 R 1270.430 429.160 1 .009 SH 1270.430 429.160 1 429.160 CD 1 4 1 ..000 1.500 .000 .000 .000 .00 Q 8.800 .0 i' 0 .000 .000 0 j A FILE: PHAS,EILINEEI.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 5 -.6 -2005 Time: 9:24:43 WATER SURFACE PROFILE - "CHANNEL- DEFINITION LISTING PAGE_ 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER ,WIDTH DROP . CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - WATER PRESSURE GRADIENT ANALYSIS LINE "E -1" CATCH BASIN # 4 HEADING LINE NO 2 IS - TD DESERT DEVELOPMENT, CORAL MTN. AT ANDALUSIA, CITY OF LA QUINTA HEADING LINE NO.3 IS - FILE: PHASEILINEEI W S P G'W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1262.780 428.010 1 431.,320 ELEMENT NO 2 IS A REACH * * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG.PT MAN H 1270.430 429.160 1 .009 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1270.430 429.160 1 429,160 FILE: PHASEILINEEI.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 5- 6 -2005 Time: 9:24:48 WATER PRESSURE GRADIENT ANALYSIS LINE-"E-10 CATCH BASIN # 4. TD DESERT DEVELOPMENT, CORAL MTN.'AT.ANDALUSIA, CITY OF LA QUINTA FILE: PHASEILINEE1 + #xxx * #+ flit+#*# f# iifxi+++ f#+# x# f4* fxf*#*+ fxif + #xff*f*f + # # *ffxf #x *fff #f # #xf 4fx*fff #ffffff *xf *+ *4fffxf xf # #f * ++ # # + # + # *f #f ##x #fff #x## Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow TopI.Height /Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp 1 1114" X -Fall ZR IType Ch 1262.780 428.010 3.310 431.320 8.80 4.98 .39 431.71 .00 1.15 .00 1.500 .000 .00 1 .0 7.650 .1503 .0034 03 3.31 .00 .39 .009 .00 .00 PIPE 1270.430 429.160 2.186 431.346 8.80 4.98 .39 431.73 .00 1.15 .00 1.500 .000 .00 1 .0 T1 WATER PRESSURE GRADIENT ANALYSIS LINE "E -2" CATCH BASIN # 3 0 T2 DT DESERT DEVELOPMENT, CORAL MTN. AT ANDALUSIA, CITY OF LA QUINTA T3 FILE: PHASEILINEE2 SO 1287.740 428.780 1 431.780 R 1297.860 429.980 1 .009 .000 .000 0 SH 1297.860 429.980 1 429.980 CD 1 4 1 .000 1.500 .000 .000 .000 .00 Q 8.800 .0 fD r rr r rr • � � �r � �r � r r ■r� r r ■�r r ■r r FILE: PHASEILINEE2.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 5- 6 -2005 Time: 9:49:10 WATER SURFACE PROFILE-- CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP - , CD 1. 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE.PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - WATER PRESSURE GRADIENT ANALYSIS LINE "E -2" CATCH BASIN # 3 HEADING LINE NO 2 IS - DT DESERT DEVELOPMENT, CORAL MTN. AT ANDALUSIA, CITY OF LA QUINTA - HEADING LINE NO 3 IS - FILE: PHASElLINE_E2 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD_ LISTING' ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1287.740 428.780' 1 431.780 ELEMENT NO 2 IS A REACH * *' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1297.860 429.980 1 .009 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * a U/S DATA STATION INVERT SECT W S ELEV 1297.860 429.980 1 429.980 r PILE: PHASEILINEE2.WSW W S P G W- CIVZLDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1586 WATER SURFACE PROFILE LISTING Date: 5- 6 -2005 Time: 9:49:14 WATER PRESSURE GRADIENT ANALYSIS LINE "E -2" CATCH BASIN # 3 DT DESERT DEVELOPMENT, CORAL MTN..AT ANDALUSIA, CITY OF LA QUINPA FILE: PAASE1LINEE2 Invert Depth Water, Q Vel Vel- I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.-I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR 'Type Ch 1287.740 426.760 3.000 431.780 8.80 4.98 :39' 432.17 .00 1.15 .00 1.500 .000 .00 1' .0 10.120 .1186 .0034 .03' 3.00 .00 .42 .009 .00 .00 PIPE 1297.860 429.980 1.834 431.814 8.80 4.98 .39 432.20 .00 1.15 .0.0 1.500 .000 .00 1 .0 ��1� I- STREET CAPACITY SECTIONS M A-X) 7;W w®.��t'" qm o u .� • ss��a ��, - s c 4 slope = .02 �Cross Slope 02 Half Street Width = if R/W Width = 28 Gutter Width = 1 Curb Hike = .17 urb Batter = 1 Curb Depth = .25 N (Road) = .015 N (Parkway) 10 of of Curb Face = 4 Slope of Gutter of _Crown above Gutter F.L = 49/ Oi, F. V. -K, (� �f PkGGway I'� .�� Road Flooding 17 0 18 _ .017 A. 4 f %_2 epth Area Flooding (one side) Q /S * *.5 .4.94118E -01 .988235 0 .656985 ,1 11 .597882E -01 1.08706 0 .847103 .12 .711529E -01 1.18588 0 1.06833 13 .835059E -01 1.28471 0 1.32253 ,14 .968471E -01 1.38353 0 1.6115 .15 .111176 1.48235 0. 1.93701 .16 .126494 1.58118 0 2.30078 17 .1428 1.68 0 2.70449 18 .1623 2.22 0 2.78819 .19 .1872 2.76 0 3.06464 .2175 3.3 0 3.49751 '.'2 21 .2532 3.84 0 4 . 07632 .22 .2943 4.38 0 4.80106 23 3408 4.92 0 5.67653 24 .3927 5.46, 0 6.70985 .25 .45 6 0 7.90935 L O W E X C E E D1 S T O P O F C U R B S 26 S025.., 6.5 .5 .9-02219 27 .56 7 1 1Q:3234 2.8 .6225 7.5 1.5 11:.8376 29 _ 69 8 2 13.:--.5 86 7 .3 .76.25 8.5 2.5 15.5913 '31 :84 9 3 17.8711 .32 .9225 9.5 3.5 20.4449 .33 1.01 10 4 23.3311 .35 1.1025 10.5 4.5 26.5473 134 1.2 11 5 30.111 .36 1.3025 11.5. 5.5 34.0389 1.41 12 6 38.3475 1,37 38 1.5225 .12.5 6:5 43.0531. .39 1.64' 13 7 48.1713 .4 1.7625 1.89 13.5 14 7.5 8 53.7178 59.7077 141 14.5 8.5 66.156 .42 2.0225 .43 2.16 15 9 73.0775 '44 2.3025 15.5 9.5 80.4866 .45 2.45 16 10 8. 8.3977 S �D .. ,. �. � ,� ;. .... - v .. .. . .. ��� ,� , , tSlo e = 04 Cross Slope = 02 Half Street Width = 18 l=yt= R/W Width = 28 Gutter Width = 1 Curb Hike = 17 .urb Batter = 1 Curb Depth = .25.'N (Road) _ .015 N (Parkway) _ .017 �s ope of Curb Face = 4 Slope of Gutter - 17 , of Crown above Gutter F . L = .49 � ' Y, ,q wf4010;,- - - 3(0 Pkway Z Road Flooding )epth Area Flooding (one side) Q /S * *.5 1 .494118E -01 .988235 0 .656985 11 .597882E -01 1.08706 0 .847103 .12 .711529E -01 1:18588 0 1.06833 13 .835059E -01 1.28471 0 1.32253 14 .968471E -01 1.38353 0 1.6115 .15 .111176 1.48235 0 1.93701 .16. .126494 1.58118 0 2.30078 �17 .1428 1.68 0 2.70449 18 .1623 2.22 0 2.78819 .19 .1872 2.76 0 3:06464 �2 .2175 3.3 0 3.49751 21 .2532 3.84 0 4.07632 .22 .2943 4.38 0 4.80106 1,23 .3408 4.92 0 5.67653 24 .3927 5.46 0 6.70985 .25, .45 6 0 7.90935 W L O W E X C E E D S T O P O F C U R B .5025 " ; `, 6.5 .25 .26 56 7 .5 .28 .6225 .29 .75. 3 .69 . .31 . 1 .32 .7625 '•. .33 1.25 34 .84 .35 1.5 .36 .9225 37 ,.38 19.8703 1.01 .39 2 .4 1 41 2.25 .42 1.2 .43 2.5 44 1.3025 :45 2.75 .46 1.41 1,47 .48 T O P O F ,.49 40.059 1.64 .5 3.5 51 1 ".7625 .52 .3.75 .53 .5025 " ; `, 6.5 .25 9. 018981;: >' 56 7 .5 10:3031: .6225 7.5 .75. 11,..7776:" .69 . 8 1 13.457;5::: .7625 '•. 8.5 1.25 15.3571 .84 9 1.5 17.4902 .9225 9.5 1.75 19.8703 1.01 10 2 22.5107 1.1025 10.5 2.25 25.4243 1.2 11 2.5 28.6236 1.3025 11.5 2.75 32.1211 1.41 12 3 35.929 1.5225 12.5 3.25 40.059 1.64 13 3.5 44.5231 1 ".7625 13.5 .3.75 49.3326• 1.89 14 4 54.499 2.0225 14.5 4.25 60.0334 2.16 15 4.5 65..9467 2.3025 15.5 4.75 72.25 2.45 16 5 78.9537 2.6025 16.5 5.25 86.0686 2.76 17 5.5 93.6049 2.9225 17.5 5.75 101.573 C R O W N E X C E E D E D 6.18 6.5 36 36 6 6.25 219.966 240.111 6.82 36 6.5 261.053 7.14 36 6.75 282.791 7.46° 3.6 7 305.322 L* '- N 7.78 36 7.25 8.1 36 7.5 8.42 36 7.75 8.74 36 8. 9.06 36 8.25 9..38 36 8.5 9.7 36 8.75 10.02 36 9 10.34 36 9.25 10.66 36 9.5 10.98 36 9.75 11.3 36 10 328.645 352.759 377.663 403.357 429.84 457.112 485.174 514.025 543.666 G 574.099 4&.A 605.323 637.341K►.,�I� %0 4 l-1 ow SECTION TYPE'-4 "CARBONERAS °' @ -4. 0* % P . % O. E. (-rypt CA-�- FOr Sri 6 o.0 / d? Ile P444 .D'�2d/ 91�op •5�� 4o /50 �o o :0' A i &(07,09 = d Sipe d 91Z �s *Wlov'r l® °� 1 qm Slope = .02 Cross Slope = .02 Half Street Width = 14 if R/W Width = 24 Gutter Width = 1 Curb Hike = .17 'urb Batter = 1 Curb Depth- .25.N (Road) - 015 N (Parkway) _ .017 b ,i� ��i�C�ir/� Rim �ope of Cur Face = 4 o e of Gutter =, 17 IT. of Crown above Gutter F . L = 41 r�� Pkway Road Flooding epth Area Flooding (one side) Q /S * *.5 1 .494118E -01 .988235 0 .656985 .11 .597882E -01 1.08706 0 .847103 .12 .711529E -01 1.18588 0 1.06833 '13 .835059E -01 1..28471 0 1.32253 .14 .968471E -01 1.38353 0 1.6115 .15 .111176 1.48235 0 1.93701 16 .126494 1..58118 0 2.30078 17 .1428 1.68. 0 2.70449 .18 .1623 2.22 0 2.78819 '19 .1872 2.76 0 3.06464 2 .2175 3.3 0 3.49751 .21 .2532 3.84 0 4.07632 .22 .2943 4.38 0 4.80106 �23 .3408 4.92 0 5.67653 .24 .3927 5.46 0 6.70985 .25 .45 6 0 7.90935 F L 0 W E X C E E D S- T O P O F C U R B' 26 .5025, 6.5 .5 9 ZQ2219 1 •27 .56 7 1 10:3234 '.'28 .6225 7.5 1 . 5 11:8376 .29 .69 8 2 13.5867 �3 .7625 8.5' 2.5 15.5913 .31 .84 .9 3 17.8711 .32 .9225 9.5 3.5 20.4449 .33 1.01 10 4 23.3311 134 1.1025 10.5 4.5 26.5473 .35 1.2 11 5 30.111 .36 1.3025 11.5 5.5 34.0389 ' 37 1.41 12 6 38.3475 -38 1.5225 12.5 6.5 43.0531 .39 1.64 13 .7 48.1713 14 1.7625 13.5 7.5 53.7178 - *0 P O F C R O W N E X C E E D E D 41 3.78 .28 8 119.415 .42 4.02 28 8.5 133.722 .43 4.26 28 9 148.837 44 4.5 28 9.5 164.768 .45 4.74 28' 10 181.521 0 .;��,m,. �.._. . —. r \ a y r � � • ¢� ' \ c ` '' . 44:�C/?71R,4,11 7r (�vC�F/�+® �7ns�r9a sos.�/�pa�vcyr Sio We = .04 Cross Slope = .02. Half Street Width = 14 Width _. = 24 Gutter Width= 1 Curb Hike = .17 urb Batter = 1 Curb Depth = 25 N (Road) = .015 N .(Parkway) _ .017 lope of Curb Face = 4 / Sl Vp o Gutt er 17 T, of Crown above Gutter F.L = O41 .1 O' �� 21 o (� Pkway ` 1 -Z Road Flooding iepth Area Flooding (one side) Q /S* *.5 �l .494118E -01 .988235 0 .656985 11 .597882E -01 1.08706 0 .847103 .12 .711529E -01 1.18588 0 1.06833 '13 .835059E -01 1.28471 0 1.32253 14 .968471E -01 1.38353 0 1.6115 .15 .111176 1.48235 0 1.93701 �16 .126494 1.58118 0 2.30078 17 .1428 1.68 0 2.70449 18 .1623 2.22 0 2.78819 .19 .1872 2.76 0 3.0'6464 2 .2175 3.3 0 3.49751 21 .2532 3.84 0 4.07632 .22 .2943 4.38 0 4.80106 ,23 .3408 4.92 0 5.67653 .24 .3927 5.46 0 6.70985 :25 .45 6 0 7.9.0935 IF,:. L .O. W E X C E. E D S T O P O F C U.' R B ., . .26 .5025 6.5 .25 9:}01898 '27 `'`'• .56 7.':. 5 10:303:1 ..28 .6225 7 .5 .75 11:.7776 .29 .69. - 8 1, 13.4575 t 3 .7625 8.5 7 1.25 15.3571 31 .84 9 1.5 17.4902 •32 .92.25 9..5 1.75 19.8703 1,33 1.01 10 2 22.5107 34 1.1025 10.5 2.25 25.4243 .35 1.2 11 2.5 28.6236 .36 1.3025 11.5 2.75 32.1211 �37 1.41 12 3 35.929 .38 1.5225 12.5. 3.25 40.059 .39 1.64 13 3.5 44.5231 1,4 1.7625 13.5 3.75 49.3326 0 P O F C R 0 W N E X C E E D E D 1.41 3.78 28 4 108.998 .42 4.02 28 4.25 121.476 .43 4.26. 28 4.5 134.576 44 4.5- 28 4.75 148.295 .45 4.74 28 5 162.633 .46 4.98 28 5.25 177:591 '47 5.22 28 5.5 193.168 .49 ..5.46 28 5.75 209.365 5.7 28 6 226.183 •5 5.94 28 6.25. 243.623 51 6.18 28 6.5 261.686 .52 6.42 28 6.75 280.374 .53 6.66 28 7 299.688 ""114. �54 6; 9 28 7'. 25 55 7..14 28 7.5 .56 7.38 28 7.75 7.62 28 8 '57 58 7.86 28 8.25 .59 8.1 28 8.5 8.34 28 8.75 16 61 8.58 28 9 .62 8.82 28 9.25 .63 9.06 28 9.5 164 9.3 28 9.75 65 9.54 28 10 1 1 1 i 319.63 340.203 361.407 383.245 405.72 428.833 452.588 476.987 502.032: G� 527.725 554.071 581. 071- 1,4POe�vc�, v Y' R = m == mm = = = m=6 M M m M M M SECTION TYPE 3 e e � e e CAR_ MONA. D. E rya, q?p u qs- J (—'Aot,4y,) _ ' - ��5 ,5 . - ISO QAx ,0• f �p U-7 L6D ' - t. , .. A � o _ ", �,� �:. Jcwy Slope = 02 Cross Slope = .02 Half Street Width = 13 R/W Width --23 Gutter Width = 1 Curb Hike- _ . 17 -urb Batter = 1 Curb Depth = .25 N (Road) = .015 N (Parkway) _ .017 ope of Curb Face = 4 Slope of Gutter = .17 �� p of Crown above Gutter F.L = .39 ?fie Pkway Road Flooding Depth Area Flooding (one side) .5025 .494118E -01 .988235 0 '1 .11 .597882E -01 1.08706 0 .12 .711529E -01 1.18588 0 13 .835059E -01 1.28471 0 14 t .968471E -01 1.38353 0 .15 .111176 1.48235 0 .16 .12.6494 1.58118 0 17 .1428 1.68 0 .18 .1623 2.22 0 .19 .1872 2.76 0 .2175 3.3 0 '2 .21 .2532 3.84 0 .22 .2943 4.38 0 .3408 4.92 0 1,23 24 .3927 5.46 0 .25 .45 6 0 ,F .,.L . O W E X C E E D S T O P .26� .5025 6.5 7 96.3427 3.5 .2.8 6225. 108.631 .29 .69, 8 '.3 .31 .7625 .84 26 .32 .9225 4.16 .33 1.01 150.004 34 1.1025 9.5 .35 1.2 26 .36 1.3025 37 1.41 . 38'. 1.5225 A M.39 .4- 41 .42 .43 44 .45 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 AM O F C.0 R B 5 1.5 �.2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 Q /S * *.5 .656985 .847103 1.06833 1.32253 1.6115 1.93701 2.30078 2.70449 2 ..78819 3.06464 3.49751 4.07632 4.80106 5.67653 6.70985 7.90935 902219 16'Y3234 it s�8376 13'x5867 15:5913 17.8711, 20.4449 23.3311 26.5473 30.111 34.0389_ 38.3475 43.0531 O F C R O W N E X C E E D E D 3.28 26 7 96.3427 3.5 26 7.5 108.631 3.72 26 8 121.666 3.94 26 8.5 135.455 4.16 26 9 150.004 4.38 26 9.5 165.322 4.6 26 10 181.417 a �p 2 0 ♦ A IffSlope = .04 Cross Slope = .02 Half Street Width = 13 f R/W Width = 23 Gutter Width = 1 Curb Hike = .17 urb Batter = 1 Curb Depth = .25 N (Road).= .015 N (Parkway) _ tope of Curb Face = 4 Slope of Gutter .17 26"0 T. of Crown above Gutter F.L = .39 Road pth Area Flooding 1 .494118E -01 .988235 .11 .597882E -01 1.08706 .12 .711529E -01 1.18588 13 ..8350.59E -01 1:28471 14 .968471E -01 1.38353 .15 .111176 1.48235 16 .126494 1.58118 �17 .1428 1.68 .18 .1623 2.22 .19 .1872 2.76 '2 .2175 3.3 .21 .2532 3.84 .22 .2943 4.38 ,23 .3408 4.92 .24 .3927 5.46 .25 .45 6 IF L 0 W. E X C. E E D S .26 >- ..5025 '.27 .' � .�56 28 > .6225 .29 .69 3 .7625 .31 .84 .32 .9225 '33 1.01 34 1.1025 .35 1.2 .36 1.3025 1 37 1.41 .38 1.5225 T 0 P O F 6.5 :. 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 Pkway Flooding .(one side) Q /S * *.5 0 .656985 0 ..847103 0 1.06833' 0 1.32253 0 1.6115 0 1.93701 0 2.30078 0 2.70449 0 2.78819 0 3.06464 0 3.49751 0 4.07632. 0 4.80106 0 5.67653 0 6.70985 0 7.90935 C U R B E X C E E D E D 9'.:01.898`• 3.28 10 ,3 031 .75 11 777-6 .. << 1 ; ' . 13 -.:4 575- 1.25 15.3571 1.5 17.4902 1.75 19.8703 2 22.5107 2.25 25.4243 2.5 28.6236 2.75_ 32.1211 3 35.929 3.25 40.059 O F C R 0 W N E X C E E D E D 3.28 26 3.5 89.0462 3.5 26 3.75 99.861 3.72 26 4- 111.249 3.94 26 4.25 123.209 4.16 26 4.5 135.743 4.38 26 4.75 148.849, 4.6 26 5 162.529 4.82 26 5.25 176.784 5.04 26 5.5 191.615 5.26 26 5.75 207.023 5.48 26 6 223.011 5.7 26 6.25 239.58 5.92 26 6.5 256.733 6.14 26 6.75 274.4.7 6.36 26 7 292.796 017 P 41)/�0 /03 6.58 26 7.25 311.712 6.-8 26 *7.5 331.22 7.02 26 7.75 351.324 7.24 26 8 372.026 7.46 26 8.25 393.328 7.68 26 8.5_ 415.234 7.9 26 8.75 437.747 8.12 26 9 460.868 8.34 26 9.25. 484.603 ff // 8.56 26 9.5 508.952 8.78 '26 9.75 533.921 9 26 10 559.51 n L._ " ALMNONTE LANE 26' R /hl 4 0 0 % P. U. % D. E!,.-.* co 6ME Sim 5/7 boa °`' - d't/ yea - zw, V- r 1% • � ■ J 1 Aw 6AW&eeehW 109 E. Third St. San Bernardino, CA 92410 Ph. 909 - 884 -8217 Fan 909 - 889 -0153 JOB SHEET NO. OF %,� CALCULATED BY 146 DATE /� ®��� ®� CHECKED BY SCALE DATE I, � ass o /V&I/ o f (odl i ° s JOB A i iffee 109 E. Third S4. San Bernardino, CA 92410 Ph. 909 -884 -3217 Fax 909 -889 -0153 SHEET NO OF CALCULATED BY 14 6 DATE 4 (-� � ° 9 CHECKED BY, DATE 7 ire /v&, /(4P4fi° f -7Z) s,e2!V30 j.e- AM&Yk &Viffo eaff 109 E. Third St. San Bernardino, CA 92410 Ph. 909- 884 -8217 Fait 909 - 889 -0153 SHEET NO. OF % CALCULATED BY - DATE �'• �� ®� CHECKED BY DATE MADISON STREET AT ANDALUSIA CATCH BASIN & STORM DRAIN CALCULATIONS o F�. F4c c-F_'(> � aSoc�9 -DF 4:5;� F*2 ?90-o2a 19 Prepared by: W &W DESIGN DEVELOPMENT, INC. 81735 Hwy 111, Ste. B Indio, CA 92201 (760) 342 -7766 w o.26662 z March 5, 2008 cc MARCH 31, 2008 IVIL .* � FCF CA�F�. -4, %v WEST SIDE MADISON STREET CATCH BASINS The developer of Andalusia is proposing to replace the A.C. overside drains at the two low points on Madison Street with catch basins and storm drain to the temporary basins previously constructed and approved by the city. Ludwig Engineering has designed the ultimate design for the catch basins and these plans have been reviewed by the city. Rather than construct the ultimate design we are proposing to discharge storm water into the tem or basins on the west side of Madison Street. atc basin no. 1 is the most sou erly basin and h a Q,00 equal to 23.50 cfs. The catc basin width is 12.00 feet wide. (23.50 _ 2.3 = 10.22). atch basin no. 2 is the most northerly basin and has a Q100 equal to 17.10 cfs. The catch basin 'dth is 12.00 feet wide per Ludwig's design. (17.10 - 2.3 = 7.43'). pC.¢� w. �ke VVVV 24 . , e .�� '1 C, 3, # / . �c> 7e4 ^Po f- r7 bps i n loo. 7f bc sjn Q {v o= Z3, S cF5 3,13 HQ- Pe Pe _ 436 +%'j Hv 9v Z4 r� -Fro-m C,13, #Z f t- mporary Qiou% 1.7. ),b Cr-S Va f = 4424 S c^� of pipe— /50 4w 44 ,0, 64 430 LT I. 430 CL 430 RT . ... ...... I . . .... .. ...... I I I i .. .. .... ...... . c i tt I 1 1 ___I ! ] ; : . .... . ... ...... . ..... .... . .: i ...... ...... AN 91 ... . ..... ... .... L SEE TYPICAL SECTION ON SHEET 2 I i i BENCHMARK 5092 J BM vo J21.941 JNA Pt� svp CgLE 4 , GU CANAL SAID OUT . . T WNGWALL A 2.0 . S SOUTH L kG H 227-26M T 57'4006• -! .179I -' A I L . SUBTRACT 500 FEET FROM ELEVAT N Jo SHOWN L! I C !Do .10: go, J L . ..... I II TO OBTAIN MEAN SEA LEVEL ......... L _T� 3.M' .-T L ...... 1.._..._ 4020M' 116.15, jL] MARK L Ti i ......... .. . . If lil CB 1-39-20- T 1 i L L L -i ------- L r li ISOM• 77 31797' Lc _.,EXIS.TING,?URFACE vVi I L jT IFto L j t L + --j-7, . .. ...... J on n 7 i .. . ....... i ....... ..... r I I i i I P, i I j .......... .. ... ...... ........... . ...... I. i ■ PROPO i 3E6 --P-1419H4 7, 7- I GFIA it! IS! j ..... . ...... . ... ..... . ...... ..... .. 1 .-PHUHUM -.1141 AT I PER ;ROUGH OF A I G PLA L ------- 7- I I81yVERT Ip FLANK 4 N ?6 1 1 1 1! 143? ..... .... .. T- on n.n vf� _4 ... . .. . ...... 21- L LJ 433. 7_1 . .... . -1 OPOS!E ;URB ---------- TOP PF! L0,pTK+L--4-- no _....1.._ . . ........ . . .... .. . ... . . ....... L Q- K: -I 10- LA -- ------- --- + L] i: - 7jLj ;-F-p Z, 4 _...:.._. »......._._, -7- OF'--- ....... . ........ ..... ..... ... . A TL --- J F Fit OF F-T 7­1 7i PROFILE SCALE 1" 4* % 4� 40' 450 440 430 420 70+00 71+00 72+00 73+00 74+00 410 10, MID P.U. & D. E. + 17 16 15 R/W 4 :1 FL 14 1 13 400 450 440 1 430 1 420 0 410-. 400m v 1. 20 19 10+00 1+00 12+00 13+00 14+00 15+00 I FL t 51A 1;-+5q X4. INE <79: FL 0 'B: . . . LLh I A. 2,1+bg. 2E) wz* A/W--,/ S H SEVILLE ty24 L U. 5 IA. 14+W. 00- JW42�.00T� CH #R3 I STA.34+65.00 Z 5.U. 5 IA. n+43. vv-b ST 440. TI 439.73 FL &STA.3A+65.00 (W2jO.O. V-6.94') 446. T, 439.73 .. W (W-12.0'. V-3.05') - - - - - - - - - - Lk - - - - - - - - - -_..o- WIDE P.0 -9 0. E. LINE '0' --70-41 -1 SEYt- I F - - - - - - - - -- - - - - - - I - - - - - - - - IPA 10• 3 - - - - - - - -- - - - - -- - - - - - 7 DkAA2 -- - --- - - - - - - - - - - - - - 2 L W lN f WlID 0. IST = 1---- -1. -c= 3= OPEN OVERF W -15,54 SEVILLE nMAROUAD 03, LOT 'E EGUALI A NT. ST.. I-S�_11 10 SE 4 1 3' DELTA RADIUS LENGTH TANGENT SEE TYPICAL SECTION ON SHEET 2 *Sad= &W BENCHMARK 5092 of Sciulltim California Olt TIOLL FREE BM vo J21.941 JNA Pt� svp CgLE 4 , GU CANAL SAID OUT . . T WNGWALL A 2.0 . S SOUTH L kG Was' 227-26M T 57'4006• -! .179I -' A I N 11 . I . SUBTRACT 500 FEET FROM ELEVAT N Jo SHOWN TWO WORKING DAYS BEFORE YOU DIG 079 F AVEN 50ANO TO OBTAIN MEAN SEA LEVEL *22• 3.M' 35.42' ...... 1.._..._ 4020M' 116.15, SHEETS MARK -7 -r-T 4007.00' ......... .. . . If lil CB 1-39-20- T 1 i L L L -i ------- L r li ISOM• 77 31797' F _.,EXIS.TING,?URFACE vVi I L --- i- IFto L j t L =,197'4*-M�-4�7] --j-7, . .. ...... J W T ..... ... .. ....... .... ......... 50-90' . . ...... T .... ... t 7, j L! L 1 .-PHUHUM -.1141 AT I PER ;ROUGH OF A I G PLA .... . . .... ------- J I I81yVERT Ip FLANK 4 N ?6 T' T- . L 21- L --- . .... . .... ... . . ..... . .. .... . ..... - - ----- - no - ----- --- 4iA + 7jLj ;-F-p Z, 4 _...:.._. »......._._, -7- la 1­4 -4,: Fit OF 7­1 7i Li ffig,i 1 .1 % 4� NY FUT -Do- E _-L- 7_ L 4-+­1 ........ CH FIRE 1 ....... ........ - II 4 IL J T' J-!. _\ �L_ rT .... .... .... ......... + L r . ..... ....... L-J_ ............. 1 HYDRAULIC DA too c UXu 4,11 nbAii rr i iti �YbRAL14Id 6ATA U,:io 4al j E-f-d- �IU 215. �o cfs V,piAx; IU I cf- 1 -.1 1_1541 :55- f.03- r Scam i x G is ?.AX --i-fps- -T i 4 ---- Ll i RYDRAUL OIL'!P� 4! I C: DADA cf Ap f. p ------------ --- --- -- --T 1 L4__1_ J 2( .9b__j.fA .35 ifpp iNSTku F 2; C _O 41- P.P_.,/_�ii4 MATER I TIGHT;. _--t _7" __7At i !EXIST ; 'MATER T DINTS 1EX IS 1" 51 4 I`P& MASS GRADING S G CPP X1 ST PER MASS GRADING P L [17.6TA �7 RClARu I 0 L; F J. . . ....... . 7i 4- L tcj _J---- ------- . . . ....... T i i L L 1PRbFiLb SCALE J _1 r:I: 'Scale: I- '- 40-1 450 440 1 430 1 420 0 410-. 400m v 1. 20 19 10+00 1+00 12+00 13+00 14+00 15+00 I FL t 51A 1;-+5q X4. INE <79: FL 0 'B: . . . LLh I A. 2,1+bg. 2E) wz* A/W--,/ S H SEVILLE ty24 L U. 5 IA. 14+W. 00- JW42�.00T� CH #R3 I STA.34+65.00 Z 5.U. 5 IA. n+43. vv-b ST 440. TI 439.73 FL &STA.3A+65.00 (W2jO.O. V-6.94') 446. T, 439.73 .. W (W-12.0'. V-3.05') - - - - - - - - - - Lk - - - - - - - - - -_..o- WIDE P.0 -9 0. E. LINE '0' --70-41 -1 SEYt- I F - - - - - - - - -- - - - - - - I - - - - - - - - IPA 10• 3 - - - - - - - -- - - - - -- - - - - - 7 DkAA2 -- - --- - - - - - - - - - - - - - 2 L W lN f WlID 0. IST = 1---- -1. -c= 3= OPEN OVERF W -15,54 SEVILLE nMAROUAD 03, LOT 'E EGUALI A NT. ST.. I-S�_11 10 SE 4 1 3' UNDERGROUND UTILITIES ahwp(. ft-a.-AUM9 V I I &7_.PLI QMWESTf Ti 'T1 .A ,r OCC�ATION MIR WIT.-I NO I R RO 6 N I To I PRIME F Lf*` TO t.1.1-c 11 ITT T. T T I I TED an SW 9 F. sm;wvp ia"IT411"m OR I RE T ME a IT rA AMY TO I OR STMJCTLra SIM IMOBW 02E I . F Ty AT Tj SITE. I 'AS1 BFFOfE ST UT T I TRLC 8 M , IFFY I L#8&j CURVE DELTA RADIUS LENGTH TANGENT SEE TYPICAL SECTION ON SHEET 2 *Sad= &W BENCHMARK 5092 of Sciulltim California Olt TIOLL FREE BM vo J21.941 JNA Pt� svp CgLE 4 , GU CANAL SAID OUT . . T WNGWALL A 2.0 . S SOUTH L kG Was' 227-26M JA ST FROM HWY V Y-�MNASFIES.T&' 'L 57'4006• A740' A I N 11 . I . SUBTRACT 500 FEET FROM ELEVAT N Jo SHOWN TWO WORKING DAYS BEFORE YOU DIG 079 F AVEN 50ANO TO OBTAIN MEAN SEA LEVEL UNDERGROUND UTILITIES ahwp(. ft-a.-AUM9 V I I &7_.PLI QMWESTf Ti 'T1 .A ,r OCC�ATION MIR WIT.-I NO I R RO 6 N I To I PRIME F Lf*` TO t.1.1-c 11 ITT T. T T I I TED an SW 9 F. sm;wvp ia"IT411"m OR I RE T ME a IT rA AMY TO I OR STMJCTLra SIM IMOBW 02E I . F Ty AT Tj SITE. I 'AS1 BFFOfE ST UT T I TRLC 8 M , IFFY I L#8&j CURVE DELTA RADIUS LENGTH TANGENT C1 SB 53- 50=' 5092 nal• . . 60OOm Was' 3f:4137 57'4006• A740' 7121- 45.13' 15 ;F 23 118'17'16• 5.00' 1032, 037, *22• 3.M' 35.42' 1�20• 4020M' 116.15, SHEETS MARK 1�191201 4007.00' 315.79• CB 1-39-20- 399A.110' 115A1' 57.71' 5623'36- ISOM• 5797` 31797' SEAL 7132 45 13' Lf3 =,197'4*-M�-4�7] 35.44' 1952' W . 10:m 50-90' IN REVISIONS IN THE CITY OF LA OUINTA, STATE OF CALIFORNIA PREPARED UNDER THE SUPERVISION OF: ESS, ANDALUSIA AT CORAL MOUNTAIN IF AND 0" AR SUIS SW • CORPORATION E. 15 ;F 23 IMPROVEMENT PLANS TRACT NO. 31681-4 SHEETS MARK DESCRIPTION DESCRIPTION BY APPA.;ATE1 LINE 24' pp it STORM S GRAIN A MASS - SEE SHEET NO. 17 GRADING PLANS CONSTRUCTION NOTES N\ O CONSTR FT 3'YA C OVER 7 C.A.B. PER STREET ET T PtCAL SECTION �a INSTALL STREET NAME SIGN PER ANDALUSIA MASTER PLAN E ON SHEET 2. 8 CONSTRUCT 0' CURB PER DETAIL SHEET NO. 23. CONSTRUCT GUTTER DEPRESSION CA CONSTRUCT 24' CONCRETE VALLEY GUTTER PER PER CITY OF LA QUINTA STD. NO.S3E3;C 0 I SHE CONSTRUCT CURB INLET CATCH BASIN PER CITY DETA L ET NO. 23. OF LA allrNTA STD. NO. 300. F T R MADISON STREENT CONSTRUCT 24' VALLEY GUTTER TO 0' C.F. CURB DOUBLE 15.5"x26' ARCH PIPE TRANSITION PER DETAIL SHEET NO. 23. INSTALL 15.5"x26' REINFORCED CONCRETE ARCH PIPE 0-2000 GRAPHIC SCALE 1-40' M CONSTRUCT A- W I DE CROSS-GUTTER AND SPANDREL PER I E U U I DETAIL SHEET NO. 23. CONSTRUCT 1.5- W D C NCRETE BAND PER DETAIL SHEET NO. 23. TALL RI-i STOP SIGN PER NUTCO CA SUPPLEMENT k INE 11011 0 40 80 120 APPROVED ft. GrrY OF LA QUINTA IN THE CITY OF LA OUINTA, STATE OF CALIFORNIA PREPARED UNDER THE SUPERVISION OF: ESS, ANDALUSIA AT CORAL MOUNTAIN SHEET • STREET AND STORM DRAIN 15 ;F 23 IMPROVEMENT PLANS TRACT NO. 31681-4 SHEETS JIMMY JOE FRY R.C.E. N0. 040692 TIMOTHY R. JOWSSOK PE. DATE SEVILLE TURNAROUND #3 Sta. 70 +45.01 to 73+15.54 LINE "0' Sta. 9+21.69 to i5+43.00 EXPIRES - -09 3 31 PUBLIC WORKS DIFECTOR/CrTY ENGINEER .0 AE. MD. 45843 E)FUES L2 -31-08 - . . SEAL TN SFCTTnN P7 T A v p 7 1: qRIA FILE NO. 450 440 A J . 430 420 f. 450 450 ,I I I 430 °430 I I t I ..__�... !._._i__.. }.._l...._ I_ ! ' • 1 I_� I 1 I I i r ! ; i rr, i I ! fps 420 I I ; I i ;. r 11 I r' "i i _. i I i z NI i IA17 ' I 1 ; OP ' _ i z I r o I ._._I.�_.. _.... �_._..._._I...._i _.. OY.ER.....�..SIO. � ovEERNR r I I ! 1. T 1_J_ ! : I I : t. ! FIIIISN RAo (OVER 11 I ; I i..._..i.._ I ! I g Eq : : M'1-- I I _! MAX I ....!.._........._._:_. -+'_.....i.....:.__ t ! ....BA..KCINLE _ ( i 1 --I- ---- t r �j c r PATH INVECPP__ I' _.; _ /._._ .,,.__.: _.. .. �_r_...;(13�___. - _t�...�, ..,.e _�..._j'.. .\___ _ ___.1 _. ' ..Y.OBAULIC._AAIA_1 -.1.. �_•F. p 43.7 cfs, : 1p0f PS.•- .+- -z..1 ... +'. /, ,[c_: .. , ._L_..1_.' y_.�i.•...�Qy�i _t. .,--- '--- '-- :L:::. I 1 I ! ! .IIi .» .. 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M I I AC, ! , -.4-4 ._. �....__..._r_'___t._,.__i -T -' ': ! -j - i .1_._�_ i i '-' -- - -- PROFILE SCALE Scale: 1- a' i I f. 450 450 440 440 430 °430 420 420 : - E� I I ! - I i ! ! i t I i ! I I I -r ! ; _L. : , i II ..__ l i 1 !iii i ; -I • l.__ .._..,_._....._,.__L -.._ _ IT,r_ -1:_ I ..__�... !._._i__.. }.._l...._ I_ ! ' • 1 I_� I 1 ; - I I I I' I DATA i fps 420 I I li 1 �I I i 1 } I l i I i I ._._I.�_.. _.... �_._..._._I...._i _.. OY.ER.....�..SIO. .._OR.AIN......I�...i...... �.. I I r I I ! 1. T 1_J_ _ i I I ' 2J I I I I : t. ! _ i 1 ! I , I7 i i..._..i.._ Y 3i 25 fps! i .I l. .....�.... : ;_ .'.. 1' .' ..... _! MAX I ....!.._........._._:_. _i ! .__._:.. ( i 1 i �j c r PATH INVECPP__ i !' - ! l P 24 CPP. 1 ! HYDRAULIC 1 1 1 1 1 I 1 - -�- - -- i + IOE+23: 52- 1 -F;IN i 24' CPP M/ OF ��- rNATER- �TE6HT- JO�iNTS - -WA- I y 4 Afc�!29�00 -6 ?F:- 8 CPPIM/ i i R «T- F6Hf�JOFNT''r I PROFILE SCALE Harz. Seal e• I• - 40' 9 +00 10 +00 11 +00 12 +00 9 +00 10 +00 • o 29 0 A - t M.Yl pp MAGI STT✓FET vo VIL SiA. f(ZSTA. AA•39 FL Y TE:L IE- OIP (- <. OOTC V 1: ;g. ;1 11 1 I T ! I1 �X, 2 0 sT, s. CA' w 11 iw i rc V_ 1` ° < 3.�asrA.a 1 4 \YJ\ • l 1 e In �- A.00T. v �: 'f' / r` .4- ! _666 EXIST. 24' CPP PER ' J ME -B / \ \s �i114 N11 I °� p1 I 1 % I 't= I _ •� MASS GRADING PLANS aft T 1+ o , ' t 1 EXIST. 24- CPP PER \ T -b I F 13 \ \ a ' }C H �1 1 \i MASS GRADING PLANS / I w j \ 0 p• I¢� I! = 1 ' t wN11 c .. 1 .f. I > I I 11 g� aVULON 5 ALE A 6 '(�� ., •,// �' 1 ! I - I LOT "0' LOT B' - I I 1 I ,j1 19 x_ 1 11 FuTtA� g 0• I j LINE 'B' ' ' c I J ail.{,IA-14t a•1f"ob r �. w3i I Ir 1 1 �m' 10' 1 °4 • I • vw / 14 I 1 �' +1� a a .1 OvEfGtoN �438: _ ♦ , / / ' i v I 1 a' 90' . i i 5MU E s srA. i7N- ioT. °v �s y f y ! I I 1 71 \ \ 1 \ 1; 111\ 1 \ ---LOT '8-_'1-' I ail 11; 1111111 \ 1 t1 t�� \~ _ ' •�. I I ' / / 1U'I£ -AiEF TnesouiuAar I �� \ 1 111 .1 \ \ \tt / / / / ST. sTA.'ad•60. \ y CONSTRUCTION NOTES / / <S1'' '-� I / % ! A2. g8 Tc u1 0 �0¢¢,, 13 CONSTRUCT CONCRETE COLLAR PER R.C.F.0 6 M.C.O. 3 IN '1 .00 v.S.iS`I O SaaTD. NO. M803 DETAIL SHT. NO 23. II i \� • AD n/ � CITYTOFCLAGOUINTAOSIDE5330NAND DETAILMSHTFINO. 23. N/ !�� ©1 INSTALL 24' REINFORCED CONCRETE PIPE. N 1 \ ® IIICPP)ppLSNOOTHC IINTERIOR. ADSYN -12 OREEQUAL LINE, It 11 Q ((CPP)pLSMOOTHC IINTERIOR. AOSYNN -12 OR EQUAL •• Z Q� (CPP)LSMOOTHCINTERIOR AOSYN- 12LOREOUAL .. INSTALL f8- REINFORCED CONCRETE PIPE. 7 INSTALL TRENCH DRAIN WITH TRAFFI A'��R�FE PROOF),, 1!�ln'Dt0 - GRATE PER DETAIL SHT. N0. 2E. r 11 11 _ O CONSTRUCT MODIFIED CURB IfA T CATCH BASIN PER CITY LINE.-- B �1m • 2B OF LA QUINTA STD. N0. 300 AND DETAIL SHT. N0. 23. � BENCHMARK: ® CONSTRUCT GUTTER DEPRESSION CASE C- } of Swthern gM / P.p 109-70 v. 27.941 PER CITY OF LA OUINTA STD. N0. 331. California INAVOE29U 109 -70 CHISELED - Q CONSTRUCT CURB INLET CATCH BASIN PER CITY gSgODAqHE g0g CANAL BRILID�GE OF LA OUINTA STD. N0. 300. Cat TOLL '40 ICES SOUIII AIONG 3© INSTALL 15.5'x26' REINFORCED CONCRETE ARCH PIPE - 1�800 JACKSON ST. FROM HWY, 111 CONSTRUCT BROOKS 12- x 12- CATCH BASIN WITH STEEL ' 22% -26.00 AHEM 2.OSOMIgFSSFIT+ESNTESA�,ONr' NOTE: Q GALVANIZED TRAFFIC GRATE PER DETAIL SHEET N0. 23. • - ' MADISON 9Y AI✓0 1B FT. SOUTH SUBTRACT 500 FEET FROM ELEVATION SHOWN 3 CONSTRUCT BROOKS 18- x 12- CATCH BASIN WITH STEEL TWO WORKING DAYS BEFORE YOU DIG OF AvfJ1l1E S0. TO OBTAIN MEAN SEA LEVEL ® GALVANIZED TRAFFIC GRATE PER DETAIL SHEET No. 23. - UNDEAGROUND UTILITIES I CONTI'U" ao!EES a REVISIONS /1PPigV®BY: CITY OF LAOUINTA �! altar(�5 to sTRUCtucES pp(�Ri[��Bgt( " nIH I T •nL4P - PREPARED UNDER THE ppofESS_ SAM RlT1f� AlO "ITM }A�xI1:ITE W�T1fA1 uo IEpI��(SPOIS B I F �1 SUPERVISION OF: °Q,o���,•V JOf ��_ , �� WFnPI T M ff LOI16 A CORPORATION . FDA ANY i� 19, IW WITH I B Ra9Uflf O70T[LA LI A WART NPD U�A5EE�16Tpt 7� tt ,yam r; T n IOT 14� I T WTIE EI( E4 rL#4MTIEIBFIL I I NOT T «na Pcucwts: ss:ren:c.rtur,tc m'nrxtoc • a W. COTS " - - 1 Tlai Om. f -1t•a9 a Ark (E ---------------------------- UI all T PIE0111� Tti,O1:�1b1' M a IIFFDO, F # TO Rla CT UIRIilLLt( I OP S 401N 1 1t:!•• NIY too e.0 ra sent tsom ran se.- so� a JIMMY JOE FRY ,R CrvtT- P TIMOTHY R. ,J01L155011 PE. OATS AND AMT OT1ER w 1171 pM941ICTI%6 FINW A 7I� S11E. N IABIL tt ' .t m M vn e.rn�.v.atne. a �.ro v v R.C.E. N0:' 040692 ATE ff utT� PUBLIC WORKS OIS>fCT61/C1T' ENGINEER TE�OF 1 TI650R IBM TT T WT Fl - TM1�55 IN YInE1 I1�?T L T�yI,,�!�� .. !-1 eeorots3 rriieoi nr -rare E %PIKES 3 -31 -09 (� FILE. N0. 45BA3 E%PDE$ f2 -31-08 aa�FFFOf✓E T... FIOM '� °• •"' MARK DESCRIPTION BV APPR GATE r SEAL 450 450 i 440 440 i; '430 430 I I' ' 420 DATA fps 420 eon 9 +00 10 +00 11 +00 12 +00 9 +00 10 +00 • o 29 0 A - t M.Yl pp MAGI STT✓FET vo VIL SiA. f(ZSTA. AA•39 FL Y TE:L IE- OIP (- <. OOTC V 1: ;g. ;1 11 1 I T ! I1 �X, 2 0 sT, s. CA' w 11 iw i rc V_ 1` ° < 3.�asrA.a 1 4 \YJ\ • l 1 e In �- A.00T. v �: 'f' / r` .4- ! _666 EXIST. 24' CPP PER ' J ME -B / \ \s �i114 N11 I °� p1 I 1 % I 't= I _ •� MASS GRADING PLANS aft T 1+ o , ' t 1 EXIST. 24- CPP PER \ T -b I F 13 \ \ a ' }C H �1 1 \i MASS GRADING PLANS / I w j \ 0 p• I¢� I! = 1 ' t wN11 c .. 1 .f. I > I I 11 g� aVULON 5 ALE A 6 '(�� ., •,// �' 1 ! I - I LOT "0' LOT B' - I I 1 I ,j1 19 x_ 1 11 FuTtA� g 0• I j LINE 'B' ' ' c I J ail.{,IA-14t a•1f"ob r �. w3i I Ir 1 1 �m' 10' 1 °4 • I • vw / 14 I 1 �' +1� a a .1 OvEfGtoN �438: _ ♦ , / / ' i v I 1 a' 90' . i i 5MU E s srA. i7N- ioT. °v �s y f y ! I I 1 71 \ \ 1 \ 1; 111\ 1 \ ---LOT '8-_'1-' I ail 11; 1111111 \ 1 t1 t�� \~ _ ' •�. I I ' / / 1U'I£ -AiEF TnesouiuAar I �� \ 1 111 .1 \ \ \tt / / / / ST. sTA.'ad•60. \ y CONSTRUCTION NOTES / / <S1'' '-� I / % ! A2. g8 Tc u1 0 �0¢¢,, 13 CONSTRUCT CONCRETE COLLAR PER R.C.F.0 6 M.C.O. 3 IN '1 .00 v.S.iS`I O SaaTD. NO. M803 DETAIL SHT. NO 23. II i \� • AD n/ � CITYTOFCLAGOUINTAOSIDE5330NAND DETAILMSHTFINO. 23. N/ !�� ©1 INSTALL 24' REINFORCED CONCRETE PIPE. N 1 \ ® IIICPP)ppLSNOOTHC IINTERIOR. ADSYN -12 OREEQUAL LINE, It 11 Q ((CPP)pLSMOOTHC IINTERIOR. AOSYNN -12 OR EQUAL •• Z Q� (CPP)LSMOOTHCINTERIOR AOSYN- 12LOREOUAL .. INSTALL f8- REINFORCED CONCRETE PIPE. 7 INSTALL TRENCH DRAIN WITH TRAFFI A'��R�FE PROOF),, 1!�ln'Dt0 - GRATE PER DETAIL SHT. N0. 2E. r 11 11 _ O CONSTRUCT MODIFIED CURB IfA T CATCH BASIN PER CITY LINE.-- B �1m • 2B OF LA QUINTA STD. N0. 300 AND DETAIL SHT. N0. 23. � BENCHMARK: ® CONSTRUCT GUTTER DEPRESSION CASE C- } of Swthern gM / P.p 109-70 v. 27.941 PER CITY OF LA OUINTA STD. N0. 331. California INAVOE29U 109 -70 CHISELED - Q CONSTRUCT CURB INLET CATCH BASIN PER CITY gSgODAqHE g0g CANAL BRILID�GE OF LA OUINTA STD. N0. 300. Cat TOLL '40 ICES SOUIII AIONG 3© INSTALL 15.5'x26' REINFORCED CONCRETE ARCH PIPE - 1�800 JACKSON ST. FROM HWY, 111 CONSTRUCT BROOKS 12- x 12- CATCH BASIN WITH STEEL ' 22% -26.00 AHEM 2.OSOMIgFSSFIT+ESNTESA�,ONr' NOTE: Q GALVANIZED TRAFFIC GRATE PER DETAIL SHEET N0. 23. • - ' MADISON 9Y AI✓0 1B FT. SOUTH SUBTRACT 500 FEET FROM ELEVATION SHOWN 3 CONSTRUCT BROOKS 18- x 12- CATCH BASIN WITH STEEL TWO WORKING DAYS BEFORE YOU DIG OF AvfJ1l1E S0. TO OBTAIN MEAN SEA LEVEL ® GALVANIZED TRAFFIC GRATE PER DETAIL SHEET No. 23. - UNDEAGROUND UTILITIES I CONTI'U" ao!EES a REVISIONS /1PPigV®BY: CITY OF LAOUINTA �! altar(�5 to sTRUCtucES pp(�Ri[��Bgt( " nIH I T •nL4P - PREPARED UNDER THE ppofESS_ SAM RlT1f� AlO "ITM }A�xI1:ITE W�T1fA1 uo IEpI��(SPOIS B I F �1 SUPERVISION OF: °Q,o���,•V JOf ��_ , �� WFnPI T M ff LOI16 A CORPORATION . FDA ANY i� 19, IW WITH I B Ra9Uflf O70T[LA LI A WART NPD U�A5EE�16Tpt 7� tt ,yam r; T n IOT 14� I T WTIE EI( E4 rL#4MTIEIBFIL I I NOT T «na Pcucwts: ss:ren:c.rtur,tc m'nrxtoc • a W. COTS " - - 1 Tlai Om. f -1t•a9 a Ark (E ---------------------------- UI all T PIE0111� Tti,O1:�1b1' M a IIFFDO, F # TO Rla CT UIRIilLLt( I OP S 401N 1 1t:!•• NIY too e.0 ra sent tsom ran se.- so� a JIMMY JOE FRY ,R CrvtT- P TIMOTHY R. ,J01L155011 PE. OATS AND AMT OT1ER w 1171 pM941ICTI%6 FINW A 7I� S11E. N IABIL tt ' .t m M vn e.rn�.v.atne. a �.ro v v R.C.E. N0:' 040692 ATE ff utT� PUBLIC WORKS OIS>fCT61/C1T' ENGINEER TE�OF 1 TI650R IBM TT T WT Fl - TM1�55 IN YInE1 I1�?T L T�yI,,�!�� .. !-1 eeorots3 rriieoi nr -rare E %PIKES 3 -31 -09 (� FILE. N0. 45BA3 E%PDE$ f2 -31-08 aa�FFFOf✓E T... FIOM '� °• •"' MARK DESCRIPTION BV APPR GATE r SEAL 450 440 430 420 ATA: f9 fps 410 9 +00 _ 10 +00 11 +00 LINE 1111 c m z v2 IN THE CITY OF LA OUINTA, STATE OF CALIFORNIA ANDALUSIA AT CORAL MOUNTAIN SHEET STREET AND STORM DRAIN 17 OF 23 IMPROVEMENT PLANS SHEETS j TRACT N0. 31681 -4 LINE "A ", LINE "B" 6 LINE "C" IN SECTION 27, T. 6 S., R. 7 E.. SBM FILE No. i LI IN i; i I I I' l i i- i 1 } i , r ! i i I , I I i I ! ! ..... , I I r I I ! 1. T 1_J_ _ i I I ' 2J r ! ! f 1 r I I t ! ; ;FINISH ;GRAD I I I i i ! I ( i 1 i �j c r PATH I i ! i -i I i'- -j I ! i i __ -- ! i ! I r- s ._i._.i_.__..' INVERT! I I VERT- 'i- -i- -i. -_ .1 . .i ! I ! PPI cz .z '1 m In ;.o, •�..i , ! yy -fir -- �H _.;1Bi ._L:.I_.._;___I..__.I_.!a DRAUOICi DATA' x :.56 ! I i I i ! M I I AC, 8 CPP N% INSTALL R IQ_ HT_lQINTS _i INSTALL 47.12,E 00 L F. OF S2 CPP" N ' ; ._. �....__..._r_'___t._,.__i PROFILE SCALE Scale: 1- a' SCaIB• 1- _ 40' 450 440 430 420 ATA: f9 fps 410 9 +00 _ 10 +00 11 +00 LINE 1111 c m z v2 IN THE CITY OF LA OUINTA, STATE OF CALIFORNIA ANDALUSIA AT CORAL MOUNTAIN SHEET STREET AND STORM DRAIN 17 OF 23 IMPROVEMENT PLANS SHEETS j TRACT N0. 31681 -4 LINE "A ", LINE "B" 6 LINE "C" IN SECTION 27, T. 6 S., R. 7 E.. SBM FILE No. E HYDROLOGY HYDRAULICS INTERIM RETENTION BASINS MADISON STREET REALIGNMENT ROUGH GRADING Prepared by: WATSON & WATSON ENGINEERING, INC. 79440 Corporate Center Drive, Suite 107 La Quinta, CA 92253 (760) 771 -6237 April 25, 2002 1700 , r-;�' rt, I E HYDROLOGY HYDRAULICS INTERIM RETENTION BASINS MADISON STREET REALIGNMENT ROUGH GRADING Prepared by: WATSON & WATSON ENGINEERING, INC. 79440 Corporate Center Drive, Suite 107 La Quinta, CA 92253 (760) 771 -6237 April 25, 2002 1700 , r-;�' E ' .. 1 ✓OJT /��l 1��1'�1T %� �3�si�v C.;•tcyc�+-T7o7�1S j i F U-e�, A2 c 71-le CA e- <--L) s-s 77CvVS ple O-i°os a-slIvs 5 / w e-4� T t f-4E5- ' :.: 6��.���. Nis n/o �' ����.� �� i °�•�s r-�,� W t� rle 0^0.5,6� Ta Cew-57` ave r . )R/-V5//QS . u rvT/ L Crl: retrvJ %3AslaaJS,.. 7 - 7 e c i ... L s :c . s C'l_, Ae..tS aim i 0 G S I cYL/ � [.[lam 0/ P) rJ6 T 4 L LO 4,) /mod)e. P .C. d x!477 a-VO (Dc/ 2 /. nJ e, . 77-f e Z 4- S 7z to tl , ! ih2 �zE t3 E7 ta.� EX /5 77 Jr,- &YV •G.� h'I�4/J /saav psi,. /A) .I i i j D 7 R C FC a. W C D HYDROLOGY !MANUAL RATIONAL METHOD CALCULATION FORM PROJECT A50-1 :St FREQUENCY 6m.- Sheet Na_ of — Sheets Calculated by 3 1CT'>t ' Checked by •'-"-- -- -ter' -- e • . . - , . .- .. REMARKS rim . m�i�■���� T r rn 0 1 N R C F C a W C D HYDROLOGY .1\iJANUAL RATIONAL METHOD CALCULATION FORM PROJECT.Q./g� `" 1E'�t.Ir�►+.+ -t FREQUENCYvc Shea No.— of _Sheets Calculated by - - - - - - - - - - - Checked by "--'-----'S'-'- DRAINAGE AREA Soil 8r Development A Acres I In /k C qSC. A FS SLOPE SECTION v FPS L FT. T RAIN. E T REAAARKS 833 3Z 5.32 o,S fie. �lleea�? 1,75 1do ID,� �� 9.30 4 TO 134 a ¢.S8 , 84L z�b,7 c2 Z,7z !l,oL Smarr Z,7p C9 5;r9 2,41 ,803 o�oQ� z9,6 IS',C I • - "G9 f3 f.0W,►, 0,93 +4e 1,64c, 3,44 H= 7,G L = 346 $q k0l.)0tea S,o 43,4 Z, e, ID 3,96 631 5,19 IL.` =18.69 t - =rove s wr ... I:.'9' G l4'br. R-gir, Dt � • 11,0... '.. . D3'. 86s O. Im a 0,9 a 4+4C , 840 3,14o v 3,46 =.Me ... "4 R C FC &. WC D HYDROLOGY MANUAL Reference: Bibliography item No. 35. PLATE D -3 TC1 . LIMITATIONS: L 100 1• Maximum length =1000' TC 1000 90 2. Maximum area = 10 Acres 5 90 80 a 800 70 5- H L) b E, �[ N 00 0 0 300 Q d 700 60 200 7 , .+ E 100 m' 600 n 50 0 ° 60 8 ° - 0 50 0 d m v v 40 a 30 0 500 00 m 20 9 v v 35 c 0 °' 10 >, E .. w K Ai I 0 400 0 30 Undeveloped 0 o, Good. Cover m 2 - c350 c 25 w Undeveloped 0 c 1.80 Fair Cover .6 o := 300 E 20 _ Undeveloped \ 0 - Poor Cover 19-0 _ 16 t o 250 18 17 Single Family 17 E J -16 (1/4 Acre) m 18 - c 15 0 rcial 19 2 -`° av 20 -- J 200 m c 12 w & pc U � G 25--0 KEY 0 0 150 E 9 L-ti Tc -K -Tc' c i= 8 30 0 EXAMPLE: E 7 (1) L =550, H =5.0, K = Single Family(1 /4 Ac.) 35 Development , Tc =12.6 min. 6 (2) L =5 50', H =5.0', K,= Commercial 100 40 Development , Tc = 9.7 min. 5 "4 R C FC &. WC D HYDROLOGY MANUAL Reference: Bibliography item No. 35. PLATE D -3 r m v N O QI EN•SITY- INCHES PER HOUR CORONA ( DESERT HOT SPRINGS I ELSINORE - YILDOMAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR DURATION MINUTES RAINFALL INT 3.10 4.78 5 4.39 6.76 5 3.23 4.94 6 2.84 4.38 6 CATHEDRAL CITY 6.08 CHERRY VALLEY 4.53 7 2.64 4.07 7 3.62 5.56 7 2.75 DURATION FREQUENCY C q DURATION FREQUENCY r C) ♦ ) MINUTES 5.15 8 MINUTES 3.95 .9 2.34 3.60 9 10 '00 9 10 100 10 2.22 3.43 YEAR YEAR 4.52 YEAR YEAR 5 3.65 5.49 5 4.14 6.76 ,y 2.78 6 7 3.73 3.41 6.OB 5.56 6 7 3.30 3.03 4.97 4.56 '"- 12 a 3.15 5.15 8 2.82 4.24 b 3.02 9 2.95 4081 9 2.64 3.97 14 1.89 2.92 14 2.42 3.72 14 1.97 3.02 ® 10 2.7T 4.52 10 2.49 3.75 1.91 2.92 11 2.62 4.26 11 2.36 3.56 16 1.65 12 2.49 4.07 12 2.25 3.39 r 17 13 2.38 3.86 13 2.16 3.25 2.09 3.22 14 2.28 3.72 14 2.07 3.12 19 2.03 15 2.19 3.58 15 1.99 3.00 2.46 20. 16 2.11 3.44 16 1.92 2.90 1.52 2.35 17 2.04 3.32 17 1.86 2.80 24 1.46 18 1.97 3.22 18 1.80 2.71 2.33 26 19 1.91 3.12 19 1.74 2.64 1.46 2.24 20 1.85 3.03 20 1.T0 2.56 28 1.41 22 1.75 2.86 22 1.61 2.43 2.39 30 24 1.67 2.72 24 1.54 2.32 1.50 2.30 26 1.59 2.60 26 1.47 2.22 34 1.45 28 1.52 2.49 28 1..41 2.13 1.85 36 30 1.46 2.39 30 1.36 2.05 1.17 1.81 32 1.41 2.30 32 1.31 1.98 z 1.14 34 1.36 2.22 34 1.27 1.91 .� 45 36 1.32 2.15 36 1.23 I.BS 1.13 1.72 38 1.28 2.09 38 1.20 1.80 ' M 1.07 1.64 55 .98 1.51 55 1.09 z 55 40 1.24 2.02 40 1.16 1.75 ui (n 4S 1.16 1.89 4S 1.09 1.64 65 .99 50 1.09 1.78 50 1.03 1.55 1.35 D 55 1.03 1.68 54 .99 1.47 .84 z 60 .98 1.60 60 .93 1.40 I .82 1.26 80 .88 1.35 80 as Q D 6S .94 1.53 65 .89 1.34 .83 1.27 70 .90 1.46 70 as 1.29 C .� 75 .86 1.41 75 .82 1.24 m Q 80 .63 1.35 BO .79 1.20 D 85 :80 1.31 as .77 '1.16 " " 0 SLOPE a .580 SLOPE'- .550 7 EN•SITY- INCHES PER HOUR CORONA ( DESERT HOT SPRINGS I ELSINORE - YILDOMAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR 5 3.10 4.78 5 4.39 6.76 5 3.23 4.94 6 2.84 4.38 6 3.95 6.08 6 2.96 4.53 7 2.64 4.07 7 3.62 5.56 7 2.75 4.21 e 2.47 3.81 8 3.35 5.15 8 2.58 3.95 .9 2.34 3.60 9 3.13 4.81 9 2.44 3.73 10 2.22 3.43 10 2.94 4.52 10 2.32 3.54 11 2.12, 3:27 11 2.78 4.28 11 2.21 3.39 12 2.04 3.14 12 2.65 4.07 12 2.12 3.25 13 1.96 3.02 13 2.53 3.88 13 2.04 3.13 14 1.89 2.92 14 2.42 3.72 14 1.97 3.02 15 1.83 2.82 15 2.32 3.58 15 1.91 2.92 16 1.T7 2.73 16 2.24 3.44 16 1.65 2.83 17 1.72 2.66 17 2.16 3.32 17 1.60 2.15 18 1.68 2.58 18 2.09 3.22 18 1.75 2.67 19 1.63 2.52 19 2.03 3.12 19 1.70 2.60 20 1.59 2.46 20. 1.97 3.03 20 1.66 2.54 22 1.52 2.35 22 1.86 2.86 22 1.59 2.43 24 1.46 2.25 24 1.T7 2.72 24 1.52 2.33 26 1.40 2.17 26 1.69 2.60 26 1.46 2.24 28 1.36 2.09 28 1.62 2.49 28 1.41 2.16 30 1.31 2.02 30 1.55 2.39 30 1.37 2.09 32 1.27 1.96 32 1.50 2.30 32 1.33 2.03 34 1.23 1.90 34 1.45 2.22 34 1.29 1.97 36 1.20 1.85 36 1.40 2.15 36 1.25 1.92 38 1.17 1.81 38 1.36 2.09 38 1.22 1.87 40 1.14 1.76 40 1.32 2.02 40 1.19 1.82 45 1.08 1.66 45 1.23 1.89 45 1.13 1.72 SO 1.03 1.56 50 1.16 1.76 50 1.07 1.64 55 .98 1.51 55 1.09 1.68 55 1.02 1.56 60 .94 1.45 60 1.04 1.60 60 .98 1.50 65 .90 1.40 65 .99 1.53 65 .94 1.44 70 .87 1.35 TO .95 1.46 TO .91 1.39 75 .84 1.30 75 .91 1.41 75 .88 1.35 80 .82 1.26 80 .88 1.35 80 as 1.31 85 .80 1.23 85 .85 1.31 85 .83 1.27 SLOPE _ .480 I SLOPE m .580 I SLOPE _ .480 i - 2 40 30 50'R /W 32' 16 16' 1/4 per tt. 2 % 1 2 % 1/4 "per tt. TYPICAL SECTION 3 4 5 6 6 10 15 20 25 30 40 50 60 60 100 150 200 300 400 500 600 600 1000 40 30 20 _ms COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT VELOCITY DISCHARGE CURVES COUNTY 001 No. 106 32' ROADWAY 6 "a 8 °CURBS O No 4..t I D... D- �G �� 4m 1 duo ®� I.�►� --„ �y : MEANS __ _�i! MMMM 6;2 �- gyp- '' 7�w pro A r y�B�:. IM r, JjS'�y0fog !�p�1� Q�YW■■__dB ■l■■■p■ ovQ,'��p ®71M11l��a�m11��iM0��I�7IB "11"I {�x�d!r� „.'.�.!'$`�q'� s i ®isr�■■ �®1� per. 1W O�1®O41 min•'— -4 ®"— Ir I I ¢ nni 10 9. N 8 a- 7 6 I 5 �. 4 3 + W 2 0.9 0.8 0.7 0.6 0.5 0.4 3 4 5 6 6 10 15 20 25 36 40 50 60 80 100 150 200 300 400 500 600 600 1000 DISCHARGE — C.F S. (TOTAL FLOW IN STREET) RCEC & WCD HYDROLOGY 1\/IANUAL RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT VELOCITY DISCHARGE CURVES COUNTY STANDARD No. 106 32' ROADWAY 6 "a 8 °CURBS O No 4..t I D... D- PLATE D -7.7 /M PEPC VIE) US ee79 Fob? 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G ► 7, /.458 ,,l7q 178 235 ►4g •13b , Ools vol- - F, 53(..x} 5.93,7, 813.b 9s¢,o x212.4 )34Z, $ 1�85.b z►Sf, 6 3o5Z -S 34 Z3,4 3 SSZ,B 15 A &Z- 582r,Za 5298.>3 4216, 630.0 583.2 536 � ¢84.4 . 4<f 1, A 351, 6 352.8 ruCr Com . ST�'R1tGE G , F, 536,�i 1119,E Zg87. Z• s saa.� 73et,o 94 8 `t, 12 54Z•4 16 Go3.2 ae�aZS,S 23608,E ZgD9l.L 34912,9 44;13 ss-16 .Q0161, 6 456 ►0 ,a 45878.x} ys 46r,rb g6 99$,c 479 34, Q 48 33.3, g ,481.84.4 ;UBJECT: 61 AREA PAGE OF "ROJECT:' JOB NO: _OCATION: BY: Lloyd W. Watson :LIENT: DATE: August 6, 2002 I' FLOW IN OFFSITE STORM DRAIN TO RETENTION i HYDROGRAPH AREA IN TENTATIVE TRACT NO. USE RCFCD HYDROLOGY MANUAL PLATE E -5,9 FOR RAINFALL PATTERN. 1 PLATE E -5.6 INDICATES- 100 -YEAR 24 -HOUR PRECIPITATION = 4.0" (1) (2) (3) INCL. NET PERIOD RAINFALL Q VOL. PREY. STOR. PERC. CUM. STOR. (HOUR) % INS. (PER HR) C C.F.S. (C.F.) (C.F.) (C.F.) (C.F.) ^ 1 1.2 0.048 0.045 0.038 138 138 2 1.3 0.052 0.046 0.042 153 291 3 1.8 0.072 0.056 0.072 257 548 4 2.1 0.084 0.060 0.089 322 870 5 2.8 0.112 0.080 0.159 572 1,442 6 2.9 0.116 0.081 0.167 600 2,042 7 3.8 0.1.52 0.110 0.297 1,068 3,110 i 8 4.6 0.164 0.130 0.424 1,528 4,638 i 9 6.3 0.252 0.175 0.782 2,816 7,454 10 8.2 0.328 0.216 1.257 4,525 11,979 11 7.0' 0.280 0.190 0.944 3,398 15,376 12 7.3 0.292 0.195 1.010 3,636 19,013 13 10.8 0.432 0.263 2.016 7,256 26,269 14 11.4 0.456 0.290 2.346 8,445 34,714 . 15 10.4 0.416. 0.258 1.904 6,854 41,569 16 8.5 0.340 0.220 1.327 4;777 46,346 17 1.4 0.056 0.048 0.048 172 46,517 18 1.9 0.076 0.058 0.078 282 46,799 19 1.3 0.052 0.046 0.042 153 46,952 20 1.2 0.048 0.045 0.038 138 47,089 21 1.1 0.044 0.044 0.034 124 47,213 j 22 1.0 0.040 0.043 0.031 110 47,323 23 0.9 0.036 0.038 0.024 87 47,410 24 0.8 0.032 0.033 0.019 67 47,478 (1) RAINFALL = % OF TOTAL PERCIPITATION A = 17.74 (2) Q = RAINFALL x C x A C = COEFF. FOR UNDEVEL. LOT j (INS. PER HOUR) (3)V= Qx3600= c.f. /HR i. (4) PERC RATE = .74 " /HR = 0.62' /HR i GJAdministration /COST ESTIMATES /HYDROGRAPH.Wb3 SUBJECT: C1 AREA PAGE OF PROJECT: JOB NO: OCATION: BY: Lloyd W. Watson "LIENT: DATE: August 6, 2002 FLOW IN OFFSITE STORM DRAIN TO RETENTION j HYDROGRAPH AREA IN TENTATIVE TRACT NO. s USE RCFCD HYDROLOGY MANUAL PLATE E -5.9 FOR RAINFALL PATTERN. PLATE E -5.6 INDICATES 100 -YEAR 24 -HOUR PRECIPITATION = 4.0" 1) RAINFALL = % OF TOTAL PERCIPITATION A = 19.17 (2) Q= RAINFALL x C x A (INS. PER HOUR) (3)V= Qx3600= c.f. /HR r i (4) PERC RATE = .74 " /HR = .0.62' /HR G: /Administration /COST ESTIMATESMYDROGRAPH.wb3 C = COEFF. FOR UNDEVEL. LOT (1) (2) (3) INCL. NET PERIOD RAINFALL Q VOL. PREY. STOR. PERC. CUM. STOR. `(HOUR) % . INS. (PER HR) C C.F.S. (C.F.) (C.F.) (C.F.) (C.F.) 1 1.2 0.048 0.045 0.041 149 149 2 1.3 0.052 0.046 0.046 165 314 3 1.8 0.072 0.056 0.077 278 592 4 2.1 0.084 0.060 0.097- 348 940 5 2.8 0.112 0.080 0.172 618 1,559 i 6 2.9 0.116 0.081 0.180 648 2,207 7 3.8 0.152 0.110 0.321 1,154 3,361 j 8 4.6 0.184 0.130 0.459 1,651 5,012 9 6.3 0.252 0.175 0.845 3,043 8,055 10 8.2 0.328 0.216 1.358 4,889 12,944 11 7.0 0.280 0.190 1.020 3,671 16,616 12 7.3 0:292 0.195 1.092 3,930 20,545 13 10.8 0.432 0.263 2.178 7,841 28,386 14 11.4 0.456 0.290 2.535 9,126 37,512 f 15 10.4 0.416 0.258 2.057 7,407 44,919 16 8.5 0.340 0.220 1.434 51162 50,081' 17 1.4 0.056 0.048 0.052 186 50,267 18 1.9 0.076 0.058 0.085 304 50,571 19 1.3 0.052 0.046 0.046 165 50,736 20 1.2 0.048 0.045 0.041 149 50,885 21 1.1 0.044 0.044- 0.037 134 51,019 1 22 1.0 0.040 0.043 0.033 119 51,138 23 0.9 0.036 0.038 0.026 94 51,232 24 0.8 0.032 0.033 0.020 73 51,305 1) RAINFALL = % OF TOTAL PERCIPITATION A = 19.17 (2) Q= RAINFALL x C x A (INS. PER HOUR) (3)V= Qx3600= c.f. /HR r i (4) PERC RATE = .74 " /HR = .0.62' /HR G: /Administration /COST ESTIMATESMYDROGRAPH.wb3 C = COEFF. FOR UNDEVEL. LOT ST' QJ- A-')6) BMSiA) `'C'' VOL u!vm ry .. �. 5 / AJ _Q L L&F°V ✓04r u ?Il N.. ZIF WOZ-OM nl ->.67 6G 2G 4e?'? , o 0 3.1..,..► S'Z. RBA. Sz$..c f 34 ple. .... . .. ....... . ....._ i I i ........... .. . .... _.;. i L._.. _ ............................_. .... _..... _............_.... _......... _..... _......... ...... ... ........... .. ...... .... . _......._... .......... _. .i I I I • i � I I I t 10'a ISE* "L 4, C4,a U' r � 4 _ nw(7 ion a21..... Z 9C �6£ I.. (v wr.'? 0/1 cb Fa+ !.s_.�. I (r� l ' i 4 ... t • 1 f I' I, 'I. i i I 00[.19t I £O� X92 Qv8 IZ/ ool�2l Q�9£4i I i N WO?04 N WO -7011 ' S A3- d N sb�c/ (U vow (1 -70/1 �,� turs�r� t��►�d l� A F. C-lq �0. MADISON ST AT ANDALUSIA C-7 - C.- Cf� Ll-4 `7. baA ET W i `fir ���� �•'� J 03 CATCH BASIN & STORM RAI CALCULATIONS S �'j sr V JO Prepared by: W&W DESIGN DEVELOPMENT, 81735 Hwy 111, Ste. B Indio, CA 92201 (760) 342 -7766 e�p¢ESSi =' 0.26662 m March 5, 2008 � MARCH 31, 2008 m C10. OF OF CA1- WEST SIDE MADISON STREET CATCH BASINS The developer of Andalusia is proposing to replace the A.C. overside drains at the two low points on Madison Street with catch basins and storm drain to the temporary basins previously constructed and approved by the city. Ludwig Engineering has designed the ultimate design for the catch basins and these plans have been reviewed by the city. Rather than construct the ultimate design we are proposing to discharge storm water into the temporary basins on the west side of Madison Street. Catch basin no. 1 is the most southerly basin and has a Q100 equal to 23.50 cfs. The catch basin width is 12.00 feet wide. (23.50 - 2.3 = 10.22'). Catch basin no. 2 is the most northerly basin and has a Q10,D equal to 17.10 cfs. The catch basin width is 12.00 feet wide per Ludwig's design. (17.10 _ 2.3 = 7.43'). 1 .. Joo��r w, s, In r��.►��°i� ����� _. 4-38, J 53,13 S, a ►y9..: A3P,ep - ✓-- 7,401: 439,8 Q � ►� �o c �5 = 4924 Hoc u,s, e^a mf �� - 44,0,6,+ a 1.2Ov ►�, � 430 LT 430 CL 430 RT . . C% . . ......... 9+00. 10+00 1+00 12+00 LJ El L 14+00 A 1 -8W - 227-26W 44L.J ..j I, MADIS N NO is OUTH TO OBTAIN MEAN SEA LEVEL OF AVE,,L&OA . .. . ...... . ... r 97*MMG' 4790' 71.a1' .... ...... I (A ...... . ..... -j. z 9 30 vi T LOT _A! L 1-7 - • ..... L ...... -d 402090' j- . .......... ---(.. RUPOSEW -TI T P:_11 E 115m79q 5790- __ ...... ..... . .... ..... 3994404 115A16 L! CURB 13 ' 1 ...... ... .. MLUIAN -OVERFLOW UPH 4_ Lux F L! L7E;l 71 j D (w-10.0'. V-6 94*) t T- i2.0 23:64 L w _T L 7­1 j \\\N N - " - -1 --- ...... P . ..... 0 ------- ---- 8 U . ...... ..... . . ...... .. .... . ....... I 1 -LIJ 7_1 + L '0 ZZ7 77-1-7 0. E. I C 14 1 �0+45.01 - - - - - - - - - -- - - - - - _'e s:3 RCP ---------- NK I IN F 1 4 "T -7, ,-... .... . ........ L ---- -- 1 L It!tjtj?.� . ..... i . . . . . . ..... L 7 vr' T TURNAROUND r TOP OFI H _j ­7 1 + It, I I ..... ........ z - - - ------ + _j L ---- --- ---- Ui .... ------- H: --- ---- .... L_ 1 L 77F 106w, 'i I I L 0 0 a x DOUBLE. 7- L - - --- - ---- --- .'i_!_: ! r. - ------ I P 1 SCALE ROF I E RCS i, x� kPC H 1144E .... . . ...... . .. ...... --1 .... ....... gA_ -- --------- I DR uLlc! DATA 5 440 430 420 70+00 71+00 72+00 73+00 74+00 410 to, MID P.U. & 0. E. FL 17 16 15 4 T z1 4 15 FL 13 400 45 440 430 1 420 1 410-. Co 20 DELTA 9+00. 10+00 1+00 12+00 L I NAD B21.941 '" , 't '1003:'700 A CE C.A,...L Am �TT 14+00 15+00 1 -8W - 227-26W 44L.J a I, MADIS N NO is OUTH TO OBTAIN MEAN SEA LEVEL OF AVE,,L&OA DRAIN SEE SHEET -E' ET N E 0- C3 97*MMG' 4790' 71.a1' .... ...... I (A ...... . ..... -j. z 9 30 vi T LOT mm L F - • ..... L ...... -d 402090' j- C7 U. b1A.24+w.00- 4.1 40TC ��JL I CA 623 C, U. blA.I�­J.V­� 115m79q 5790- . . ....... 3994404 115A16 J V STORM P MLUIAN -OVERFLOW UPH 4_ Lux 1 CIO L! L7E;l 71 j D (w-10.0'. V-6 94*) 19 i2.0 23:64 L w _T 7­1 \\\N N - " - -1 --- z, LJ L 7_1 + L '0 77-1-7 0. E. 14 1 �0+45.01 - - - - - - - - - -- - - - - - RCP ---------- NK I IN F 1 T- "T t- ,-... .... . ........ L ---- -- 1 L 4 H3 PR D A E&A 2 W, W AN 1 1 L TURNAROUND 1-j! I-_ _j -HIG _1 _j ­7 1 + L -1 A 0 NN E G FOR ow OvERF W EOUALI A z - - - ------ + _j L �INVERT 96 1 106w, 'i I I DOUBLE. 7- L - - --- - ---- --- .'i_!_: ! r. - ------ I ­4 RCS i, x� kPC H 1144E .... . . ...... . .. ...... --1 .... ....... gA_ -- --------- I DR uLlc! DATA 5 -7 7 7 . . . ...... I X1 4 7- L 1 .. .. • _!-cf, 0 2 .50 1. P, 89 � 7" . . . . . . . d 1 -.1-8-21.1 124 ... . ...... - p.RAm), I d Q'A 0100 41.20 I i V _j . P . ...... .4 j 77-cfs Ao. .11? 4­--j �A I Cf b Efop- J z i a 26.�O 1 ci. 44 1 i AX 1 1 1 LI I 71-- -tIYUHAUL C) 2; C41-D L ........... . I A ....... . . .. . .... 4--4- 4_j MAx! _040-1- J. fffs m Is V 1 -m!2(.36 �x i f QE_ _1V A MAT HT WIN TIN 'q .......... - ------- �4 ........ .. TALL187.00 ------- L: F: 1 WATER TIGHT 1C 1EX STING 215:02 Cri-t.F+- Ci !PER M SS UAiDING X13 .7.110� OF- 21 4�ss* �AidING* CPOL BLE OF !ARC PC H'PI JE1175f­Xns L. T7....... TT 0 2 )Oq 1 1 .... 1 1 1 1 1 Ll . ...... ... ........... . -A !PROFILE kALi 1 1 r 40-.t r 2 bca I 81 45 440 430 1 420 1 410-. Co 20 DELTA 9+00. 10+00 1+00 12+00 13+00 NAD B21.941 '" , 't '1003:'700 A CE C.A,...L Am �TT 14+00 15+00 1 -8W - 227-26W 4 4 4: FL I - - - - - - ci R/w "U" C12 a I, MADIS N NO is OUTH TO OBTAIN MEAN SEA LEVEL OF AVE,,L&OA DRAIN SEE SHEET -E' ET N E 0- C3 97*MMG' 4790' 71.a1' 45.0, (A 9 fg4 SAID, z 9 30 vi m LOT mm 35 A2' - • CS 1�120• 402090' 5890* C7 U. b1A.24+w.00- 4.1 40TC ��JL I CA 623 C, U. blA.I�­J.V­� 115m79q 5790- 111 - 1 �3912om W 3994404 115A16 .- 57.71 S 446.1% TC 313�+MJ10101. S hSTA.34+65.00 �z 4416 Lux 1 CIO 07m40'M- L7E;l 71 Cli D (w-10.0'. V-6 94*) 19 i2.0 23:64 w - - - - - - - w \\\N z, T C' - '0 - - - - - - P.U_9 I sTA.�Q.15­ sEvIl- n 0. E. LINE 1b, 1 �0+45.01 - - - - - - - - - -- - - - - - 4' .De -- - - - - - - - - - - - - - - - - - - - - - - - - - - - -- --- - - - - - -- - - - - -- - - - - - - - - -- - - - - - - PR D A E&A 2 W, W AN SEVILLE TURNAROUND - - - - -- - :t74 --- sT;. " I I-- TA- 12-3.71 SEEVI'L!"E49o" '3- L -1 A 0 NN E G FOR ow OvERF W EOUALI A CURVE DELTA RADIUS SEE TYPICAL SECTION ON SHEET 2 TANGENT BENCHMARK of Southern California Celit TULL FREE (b NAD B21.941 '" , 't '1003:'700 A CE C.A,...L Am �TT 50.92 T N 2 SOUTHWAALLbNG 1 -8W - 227-26W JACXSON ST, I I - NOTE: ST 4f$, SUBTRACT 500 FEET FROM ELEVATION SHOWN L�i"Fr WF? 2 TWO WORKING DAYS BEFORE YOU DIG I, MADIS N NO is OUTH TO OBTAIN MEAN SEA LEVEL OF AVE,,L&OA CURVE DELTA RADIUS LENGTH TANGENT Cl 582053• - 50.92 d'.. C2 5520'42• 60130 1 57 M' 31.48' C3 97*MMG' 4790' 71.a1' 45.0, (A 118'17'16• SAID, to-M* 1137* m 59.4tw- mm 35 A2' - • CS 1�120• 402090' 5890* C7 1139120- 40071004 115m79q 5790- 111 - 1 �3912om W 3994404 115A16 .- 57.71 31.0' 1 CIO 07m40'M- L7E;l 71 Cli =09�2138- 59 *Q 53' 19 C12 118-16*13- EXIST. 24• S R A PER LINE "C' - P 5 0 M GRAIN GRADING PLANS CONSTRUCTION NOTES SEE SHEET NO. 17 A.C. OVER 7� C.A.B. O CONSTRUCT 3 PER STREET TYPICAL SECTION SHEET 2 INSTALL STREET NAME SIGN PER ANDALUSIA MASTER PLAN CONSTRUCT S 8 CONSTRUCT CONSTRUCT GUTTER DEPRESSION CASE C. 0* CURB PER DETAIL SHEET NO. 23. PER CITY LA QUINTA STD. NO. 331. CONSTRUCT 24' CONCRETE VALLEY GUTTER PER CONSTRUCT CURB INLET CATCH BASIN PER CITY DETAIL SHEET NO. 23. OF LA OU I NTA STD. NO. 300. NADI OC NS A CT 24' VALLEY GUTTER TO 0' C.F. CURB FUTUR N STREET TRANSITION-PER DETAIL SHEET NO. 23. DOUBLE 15.5"x26' ARCH PIPE GRAPHIC SCALE 1--40• O 93� INSTALL 15.5'x26' REINFORCED CONCRETE ARCH PIPE 0-2000 ONSTRUCT 4' WIDE CROSS-GUTTER AND SPANDREL PER CONSTRUCT I TOE CONCRETE BAND DETA L SHEET NO. 23.. o . PER DETAIL S5HiETW NO. 23. l 6'2� INSTALL PI-1 STOP SIGN PER MUTCD CA SUPPLEMENT P INE n 1 1 0 40 80 120 UNDERGROUND UTILITIES REVISIONS IN THE CITY OF LA OUINTA, STATE OF CALIFORNIA PR e�s APPROVED Dr. CM OF LA QUINTA PARED UNDER THE -1 e.11N.L. TE SUPERVISION OF: Sm.E - I W M. P w N ITT o .Wllow 9%01 Oil, Te f, Ax ANDALUSIA AT CORAL MOUNTAIN ITT INS OR .0 vTgZ. SHEET EIN •1% Wmml� r.-e %T "M TTON( ING STREET AND STORM DRAIN We.f I A-T CORPORATION �0 15 OF 23 F7- ANT WS WeF I �l . LT. ORJT SH IMPROVEMENT PLANS MCATIED OR 900 % nE A IN SHEETS OR NO �QIMEO:_TH� TRACT NO. 31681-4 TO 0 op 'a IMM"EMFY MY - ---- ---------- -- -- ---- --- --- k- IT _ -1 AM ANY 0;S I, Uffll�l M 81FIRMSITE. I OR 74T LIT WE 11 0 A NID JIMMY JOE FRY TD40THY R. imossm P.E7-- DATE SEVILLE TURNAROUND #3 Sta. 70+45.01 to 73+15.54 04 INE '0" Sta. 9+21.69 to 15+43.00 T.L TRIPS' TV or L&60 MISMS EXPIRES CN03-31-09 I I . AM- R.C.E. 0692 L P-(LrC WORKS DIRECTOR/CITY ENGINEER R.CE. MD. 45843 EYPIPES Q-31-08 ME MARK] OESCRIPTION By 7$;W GATE SEAL IN SECTION 27. T. 6 S., R. 7 E.. Sam FILE NO.' 450 440 430 420 450 450 440 440 430 430 420 420 •s I I I ! I ! ! ... I � ! I _ ...._. __ .._.y..._.w__._ _...,....._..._L— .._....._ ., i ! I ! I I fi -L , �_._.......... _...._ 'I f f - -I -Ifs fil .___.... _:-_ :._..._.._...__...._.....__..;._ I --- ---- . - -- -- ..__�.__._ �fl I. I .__.:._1_ �.__ i ...!.. :_ ..... - - -t. _ i! --f ! 420 IATA cfs •! i _.T7— iI Iii 1 i II i I I I 410 .I T-1 I l l i v I 1 I I ! ! I I- . ! r I -1 i I I !! i i/ 17i I I T (( Pq'y I i' I IAf� ; .... T SRN L V 0 R.O o I __._._._:..__. _._. ...1...........- ! ! I ! I _ i ! I I I ! 1 i /' E . I I .au I ___._�__ I !i ! r Iii ; lilt I I i Iii -! -- ! __, . � RAORAFNER I I I l I _.....;. � .INVERTJ_.__!_ !CPP !_ ! r\ 1.. i' ! I- .1.... \ .....i.._ N r..._r......�.N i i I I I) : : IRVERPQF L C ELANA! INLE r �_ -r "'- ! i i i !• I i j i; i! i I l i a "r= -= —�H _�.�_� T.... -f -- i ! i .YOAAULYC... ➢A.FA_ __;.. rfsi i r N J L ao 5 4 i ; , , — I ! �� I i -«—• , < T � ! ! ; _i.. [;...... ._._!.__.,...._ °._!._....1 .0.00 � —1)(7-FIT !.s. 26: ORE �r _ ...... . I III _' I ! II i I I i i T... ! ! I i x1l ! _ ..�_.._ ... r� i I i : za: ( i ' !• �TUwJ �• 1. I I i , o; i I ! + 'I I t i i __t ----- f 4j .._..� ! oAOt�v _i... .!. .0..;i- _.z., -m ._' _ 2 '.- _.__... HYDRAULIC , a .0100. 33:5__ TA .f9__�_I — :_ , i- Y ➢i{ADEI _.DA .A -._!_ — , —�._� - xn HYOfiAU 30-DAT ' , r' I ! FUTURE!86.0 U. OF ! i INVERT. I ._ u:. CPP ip1 �.. I �_ _ 9., 5 c ; Vgeo- j 18.64 .s___L__:__ i_ _ )S! I , 15 :.6-'- x26➢' - PT- NCH - :PFpE - - -t--� CPP -:.__ I .:_. -I STA _ 2d :P` _ .. :A � ! '._ ItiYO T! ,;- I MA TER TIGHT !JOI N 1 A•Q_ _0. i..__ 0 CC v.. . _.L_. ._D: V n HA 80 i ._80.. 3.41 _ ! ALl 40. Sd IL F__ !�, —,_i 1B' CP. P"1ijT F INSTALL 6 TLfr11TLJ0.IINTS,; L INSTAL C 47.12 .DO LLi F.I --'OF--J __ _W.J NATE�_..Gf1T!JOiiN 1 '- -- --- I .. t —OF_ MATER iF -N - - - — T JO t ;_` I I -. .! I PROFILE SCALE Vert. SCaje: 1. ° 4' _i Horz. Stae: 1- 40' ! I , ! i ! � i ! i I 450 450 440 440 430 430 420 420 •s I 1 I i I - r i I i !! !ri!Iliil i r !�!!�! r I ! I ' I I i !r i 1 I I I _ --f ! 420 IATA cfs •! 1..._i.__..._... _........__1......._.. I _.T7— iI Iii 1 i II i I I I 410 .I T-1 I l l i v ! I I I ! ! �.._[_....:.. I ! i : i f ! I 1 : ; + i ! /I __._._._:..__. _._. ...1...........- ! ! I ! ! r i ...._!_._1_.1_.1._... l I ___._�__ I !i ! r Iii ; lilt I I i Iii !T- i I I i __, . � 24' ?CPP ! _t.._.. _.....;. � .INVERTJ_.__!_ !CPP !_ 1 ' ! HY RAO 0 LI C T. 3:: Ir I ! � — t— }— =FN' TALki2d c5CPP M' OF I gg SB LCPPi IOj% -liF± --! -- i .! —= MATTERU-- TT- IGHT-UOFNT�-NA 'PROFILE RrTIGHT- J6FN7S- ___._ ......_.�_1_ •.._. __.,.. SCALE _ Sca e. 4 9 +00 10 +00 11 +00 12 +00 - 9 +00 10 +00 4 - Yr'i UI MA TR(:E'T v A - N �EfX!I�SgT� ��pp STC•44.3.�.O�L 1 WATEILI/E- DIP A •. - -, �.adP•) It '$� � /� rB�-•1 \ ( - I : a l ALLX \I _ •1 t I _ _ ! :t tl� II \1 I 1 sT.,t STA.aa.1180 111 I ti •I ST gR TC mi :d& E %IS7. 24- CPP PER t / \ \li 1IT+ N11 S1{ 1 I NASS GRADING PLANS J ME -e 1 p le j I i a2 fl i1 E XIST. 24 CPP PEA— MASS GRADING PLANS / \ I 10 INI i t „� z 1 ' 1 R/Ni • L.. r� % / r I4 I > I I Y Ep FLDN g ALE /� / , ; �P` � I •T3 Iwl AQpA, iII 3 � 11 � >�� r I I�� w � J J ajb P �1 1 -i' 1 I TF ii I / LOT •D• LOT B' oo - - ' 1 I ,1 fe RCP' 1 T FUTURE LIME 'B• E 4 n I Fr. 'ST 2 ,{{..SIF'a<fe° �o¢g, c .. / I 3 ii I �� 1 1 m 1�• i •'i - ! '44 cFv i 1 I ro 1� aN i / 1/' TilAd i� - -� \\ \ I I d / / / / // 1 11 I \ n fo ; Ids 11 gw • _ / / S o I, S A.f PA i w � r $ / y 1 'r f \ 1 1 1. 1 \ 1 �,•. it 1 i or E3 111 \� ``\\ �� -- •1, ala r i LJNE'A' iii / / f / •� SEE AT LEF' ST.' STA.' —W. 1 f CONSTRUCTION NOTES 42. rs '14115 DF CONSTRUCT CONCRETE COLLAR PER R.C.F.0 6 M.C.O. • IN -f oo , . 'E 13 STD. NO. M803 DETAIL SHT. NO. 23.. TRACT BOUNDARY © CONSTRUCT GUTTER DEPRESSION CASE C' MODIFIED / / ° — \ Y �- 43+ MCI 0 CITY OF LA QUINTA STD. 330 AND DETAIL SHT. N0. 23. ©1 INSTALL 24' REINFORCED CONCRETE PIPE. ` ©INSTALL 12' CORRUGATED POLYETHELENE PIPE + (CPP)p SMOOTH INTERIORR, ADS N -12 OR EQUAL _ ` L 'I N E .. 11 11 _ 24 I(CPP)gLSHOD HCOINTERIOER. ADSYN- 12LOREEQUAL © 1CPP)LSMOOTHCOINTERIOR. ADSYN- 12LOREEQUAPIPE y INSTALL 1B• RE INFORCEO CONCRETE PIPE. v'RATELPERROETAILRSNT.MNOH Z3AFFI Y 4 -FE PROOF). LINE '.' B OF LA ". CONSTRUCT' DNOUR30ONAN0 DETAIL SHIN NOR CITY t ' mownwl E)B/OQ BENCHMARK: CONSTRUCT GUTTER DEPRESSION CASE 'C' of Southern g7M A P.R. 10999 --7U E ESEy, 7, gq1 PER CITY OF LA QUINTA STD. NO. 331. .- California SWn 20� CANALOBR�[OGE EF, 0 CONSTRUCT CURB INLET C30GH BASIN PER CITY - O�mLRI� sso1JANAA CAN; WALL. - - \ 2 0 M LES SOUTH ALONG © INSTALL 15.5'x26' REINFORCED CONCRETE ARCM PIPE fA , JACKSON ST. FROM HWY. 111, _ - - - - ZZ % -Z000 AyENUE'Sp$MI4FSSFTESNTEgLYOf01�T NOTE: GALVANIZES TRAFFIC2GRATE2PERA ETAILSSHEETTN05T23L TWO WORKING DAYS BEFORE YOU DIG OF AVENIIEY�ANO fB FT. SOU7H SUBTRACT 500 FEET FROM ELEVATION SHOMN 3® GALVANIZED TRAFF ICBGRATE2PERAOETAILSSHEETTN05T23� ' TO OBTAIN MEAN SEA LEVEL UNDERGROUND UTILITIES LmrrRSr m AQTFES IN REVISIONS LL p UITLIT[6 11 STR1CR S Y�IR"' Y '' . • j' - APPROVED Br: - CfIY OF LA QUINTA i!E of Oi1fF5 MO T105E d T1� I TO Sol ,Ayfj/( [� PREPARED UNDER THE QpOFE$$Ta, E I AIE 101G NtTHn AwRDi NA L TIOM T SUPERVISION OF: p�, � MD T BI I FOMI� ITE ppTO�TA ILL! RITV BTO NOIDTIIAE(GI llAfel T OF PER5016 C MRIYOIT_6 T A CORPORATION UIUt L sllAlC 'III F UI � TNI T Nf �M� ' ( D� MOTµyg IN 10T 10IGm S 510TH O TIE �CP6TiillC,ild F crvtA ocnamn,¢awaruc n..nc uon¢nvM " "a Oj y 1 AAMNEE -------------- ----- ---- - - - - -- _ N PRAO�FTIE�[1T UTILITI MRS SHOW IB1 �p�1 MR w e.., m sv.r, ,sam nn se.- s a JIMMY JOE FRY eivL,- 9 TDOTHY R. JONASSO. PE. DATE AMO AN1 oT!EA aTI�IiTp[AC OR 5 �Q� F AT TI SITE. W ,�1pF�5 I.BIL tt 1M ' s..�..e„ro. .,o r i �, -mm R. C.E. N0. 040692 �4TE'a ryytF� PUBLI N6a6 OIRECT6i/CITY ENGINEER [T SNLLL OFTTIE CONTT 'S�I��OIE . - TO NOTIFY CTMO•F TI NIn1 fFL also* ! !M !m?!, �- ro�ss , EXPIRES 3 -31 -09 TNE01E STMRING 5C . L'OICE(a® F j wa IL NARK DESCRIPTION BY APPR DATE e { • SEAL R'CE. ND. 45843 EXPIRE-M. f2 -31-08 -- L<.._...._...i..... ,_.._L.._.l_.... ll'I 450 450 440 440 - 430 430 --f ! 420 IATA cfs fps 420 I 410 -- L<.._...._...i..... ,_.._L.._.l_.... ll'I _ �:....�.. .l ._....... ._._i.._ " ..r. - - it --f ! I I I ! ! I I I ! ! �.._[_....:.. �_._...__....._ I I 1 L I ! __._._._:..__. _._. ...1...........- ! ! I ! _.....__ .__(.... _._, ......._......_.1......1_....__ ! I I r j I r i ...._!_._1_.1_.1._... l I ___._�__ I I ! i' !T- _ ! 1 1 __, . � Ir , , r P ATH ! I i I ! i ! ! ! i ! ! ! r� i I i : za: ( i ' !• �TUwJ �• 1. I I i II ! i ! ! INVERT. I - I 1A. - FNVERT--, --�- } ! H ORAUIIC; DATA; m I :A � ! '._ ItiYO T! _..__........._ , _._. ..... _.. _ ' .!_.._ HYDRA 33.9D ofs 56 fpsl A•Q_ _0. i..__ 0 CC v.. . _.L_. ._D: V n HA 80 i ._80.. 3.41 INS I ! 1 _ ALl 40. Sd IL F__ !�, —,_i 1B' CP. P"1ijT F INSTALL 6 TLfr11TLJ0.IINTS,; L INSTAL C 47.12 .DO LLi F.I --'OF--J __ _W.J NATE�_..Gf1T!JOiiN 1 '- -- --- I .. t —OF_ MATER iF -N - - - — T JO t ;_` I I -. .! I PROFILE SCALE Vert. SCaje: 1. ° 4' Horz. Stae: 1- 40' 450 440 420 ATA: fps 410 r 9 +00 10 +00 11 +00 LINE IIcII _ m N o 0 = ai f } z w IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA ANDALUSIA AT CORAL MOUNTAIN SHEET STREET AND STORM DRAIN 170E 23' IMPROVEMENT PLANS SHEETS TRACT N0. 31681 -4 LINE "A ", LINE "B" & LINE "C" tJ IN SECTION 27. T. 6 S.. R. 7 E., SBM FILE NO. 1 . HYDROLOGY "t" ''. HYDRAULICS INTERIM RETENTION BASINS MADISON STREET REALIGNMENT ROUGH GRADING Prepared by: WATSON & WATSON ENGINEERING, INC. 79440 Corporate Center Drive, Suite 107 La Quinta, CA 92253 (760) 771 -6237 April 25, 2002 ) 7001 - etllo en r2�rx i -v-i e-c7 T1e>,1 a fs1NS, 5 i rve-os- T)tE3' J °L6 K)S r-t'> a nl .577 13/aSiNS UNTiL �iAJ!4� En% l.v j^1C�- . C -�9:.N 1245 . �)OJE CUB, ... /Q c7-,�� <.,,,vw. %'A51�1�,_. 71�2- 'JW e ie,gl r Gc% 1 a 13E ... <c-Dids vr� Tict�` ✓./ T t �J . ' s rC1 nJt> 7" 4 L LLO ID 2 i. y.,t� T' e Z 4-- w-w- S 7a d'e,,4 , 1,rJ )e e-14 1,-n ,4101 sa,,,J 5 i- 1 77 ' 1 -l*�4*7.1 T, .I ... ..... ........... :._........ _._..__._... :_:............ _... ................ ..... ....... .... ...... . ...... .. ..... .... _..._.........,_........ _. .I I ._.{. D -1 7 R C F C a. W C D HYDROLOGY MANUAL RATIONAL METHOD CALCULATION FORM PROJECT -Sf: FREQUENCY 6jo., Sheet No.— of _.Sheets Calculated by - _--- _-- __.3 XTI Checked by D-. AREA . . -. REMARKS low mm. r m 0 N R C F C a W C D HYDROLOGY .1 \.ilANUAL RATIONAL METHOD CALCULATION FORM PROJECT Mad a-u v► 5-L ting Aaa w e--I' FREQUENCY Q10to Sheet Na_ of _Sheets Calculated by ----------- 15KTI__- Checked by - - - - - - - - - -- hxw- -- DRAINAGE AREA Sall st Development A Acres I In /he 1,833 C A Q CFS I Q CFS SLOPE SECTION v FPS L FT. T MIN. ET REMARKS Z k1�� �� 3.Sv 53Z �3.s. :lZ,> ' L =1 orn' 5.32 o,S %. �ttee�T f, ?S 1vo ID,� ,Sr 2.4,0 9.30 - r 134 "i ,� ►� o,�S 4,5T. , 84L Z;89 1,4 4.26 ,nd) 'f,17 1l,U -3 >,6 1-1:11 600 C� 5;r9 ZAI ,so ,G 0 "G9 " f3 (6Cp.))m 6,93 `hob ,840 3044 N- 716 t = 546' �9 Rb5�a1-� S,of ��q Z, IL fJl f3 4So m ,7Z 3.96 63G S, L9 IL,`. =18,69 L =r ova 2,52 2C� .,t3iu x,39 z5,4s. O 6 b rhp o,9a 4~40 ,84o 3,40 Rb u.5.T6a ) ,c8� z7o' 3,48 13,�Z Tc' . L 100 1000 90 80 800 700 60 C I. Maximum 600 n 50 0 400 070 LIMITATIONS: 2 35 m m I. Maximum a p length =1000 TC 400 c 30 � 25 - .0 KEY m 350 m 25 v H � � o 300 _c � 00 35 Q C� 20 (2') L =5501, H =5.0', K.= Commercial, 19 o --250 40 ~ 18 17 J . O ^� 16 v L 100 O 15 a m 200 i- so 50 J E 2 0 12 c 40 30 i 0> v c 0 20 9-0 150 9 c m 0 E >% ~ 8 E 7 6 K 100 5 LIMITATIONS: o rcial j 0.� 19 I. Maximum av length =1000 TC 2. Maximum area = 10 Acres 5 � 25 - a KEY c L—H —Tc --K —Tc v o H 6 � EXAMPLE: U E 00 35 Q C� p (2') L =5501, H =5.0', K.= Commercial, C 40 � 200 7-- . O ^� V CL E 100 �- W o 0 so 50 E 2 v v c 40 30 0> v c m 20 9-0 o : c m 0 10 >% E v K Ai Undeveloped 0 Good Cover m 2 Undeveloped 0 1. L Fair Cover .-. .e Undeveloped 0 0 3 Poor Cover `Zl 16 _. Single Family 5 17 E (1/4 Acre) m c &.. 4 RCFC f1.WCD HYDROLOGY MANUAL j PLATE D -3 s o rcial j 0.� 19 2 av 20-- w w o v L � 25 - G 3 KEY c L—H —Tc --K —Tc c .30 m EXAMPLE: E (1) L =550', H =5.0, K = Single Family(1 /4 Ac.) 35 Development , Tc =12.6 min.. (2') L =5501, H =5.0', K.= Commercial, Development , Tc =9.7 miri. 40 Reference: Bibliography item No. 35. . j PLATE D -3 s V r rn 4 n N A -w 01 I ELSINORE - YILDOMAR DURATION FREQUENCY MINUTES RAINFALL INTENSITY- INCHES PER HOUF YEAR 5 3.23 4.94 6 2.96 4.53 7 2.75 4.21 8 2.58 3.95 9 2.44 303 10 2.32 vCATHEDRAL 11 2.21 CITY 12 CHERRY VALLEY 13 CORONA 3.13 14 DESERT HOT SPRINGS 15 1.91 2.92 16 1.85 2.83 17 1.80 2.75 18 1.75 2.67 19 1.70 DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY C DURATION FREQUENCY r 24 C) MINUTES 26 1.46 MINUTES 28 1.41 MINUTES 30 1.37 MINUTES 32 1.33 2.03 34 1.29 10 100 1.25 10 100 1.22 10 100 1.19 10 300 1.13 1.72 50 YEAR YEAR 55 YEAR YEAR 60 YEAR YEAR 65 YEAR YEAR 5 3.65 S.49 5 3.10 4.78 5 4.39 6.76 5 4.14 6.76 .83 1.27 6 7 3.73 3.41 6.08 5.56 6 7 3.30 3.03 4.97 4.56 6 7 2.84 2.64 4.36 4.07 6 7 3.95 3.62 6.08 5.56 8 3.1S S.15 8 2.82 4.24 8 2.47 3.81 B 3.35 5.15 D C) 9 2.95 4.81 9 2.64 3.97 9 2.34 3.60 9 3.13 4.81 ® 10 2.77 4.52 10 2.49 3.75 10 2.22 3.43 10 2.94 4.52 11 2.62 4.26 11 2.36 3.56 11 2.12. 3:27 11 2.78 4.28 12 2.49 4.OT 12 2.25 3.39 12 2.04 3.14 12 2.65 4.07 13 2.38 3.88 13 2.16 3.25 13 1.96 3.02 13 2.53 3.88 14 2.28 3.72 14 2.07 3.12 14 1.89 2.92 14 2.42 3.72 15 2.19 3.58 15 1.99 3.00 15 1.83 2.82 15 2.32 3.58 16 2.11 3.44 16 1.92 2.90 16 1.77 2.73 16 2.24 3.44 17 2.04 3.32 17 1.86 2.80 17 1.72 2.66 17 2.16 3.32 18 1.97 3.22 18 1.80 2.71 18 1.68 2.58 18 2.09 3.22 19 1.91 3.12 19 1.75 2.64 19 1.63 2.52 19 2.03 3.12 20 1.85 3.03 20 1.70 2.56 20 1.59 2.46 20. 1.97 3.03 22 1.75 2.86 22 1.61 2.43 22 1.52 2.35 22 1.86 2.86 24 1.67 2.72 24 1.54 2.32 24 1.46 2.25 24 1.77 2.72 26 1.S9 2.60 26 1.47 2.22 26 1.40 2.17 26 1.69 2.60 28 1.52 2.49 28 1.41 2.13 28 1.36 2.09 28 1.62 2.49 30 1.46 2.39 30 1.36 2.05 30 1.31 2.02 30 1.55 2.39 32 1.41 2.30 32 1.31 1.98 32 1.27 1.96 32 1.50 2.30 Z 34 1.36 2.22 34 1.27 .1.91 34 1.23 1.90 34 1.45 2.22 36 1.32 2.15 36 1.23 1.85 36 1.20 1.85 36 1.40 2.15 1 rn 38 1.28 2.09 38 1.20 1.80 38 1.17 1.81 38 1.36 2.09 Z 40 1.24 2.02 40 1.16 1.75 40 1.14 1.76 40 1.32 2.02 vi (n 4S 1.16 1.89 45 1.09 1.64 45 1.08 1.66 45 1.23 1.89 40 1.09 1.78 50 1.03 1.55 SO 1.03 1.58 50 1.16 1.78 D 55 1.03 1.68 55 .99 1.47 55 .98 1.51 55 1.09 1.68 Q60 .98 1.60 60 .93 1.40 60 .94 1.45 60 1.04 1.60 D 65 .94 1.53 65 .89 1.34 65 .90 1.40 65 .99 1.53 1 C ;o 70 75 .90 .86 1.46 1.41 70 75 as .82 1.29 1.24 70 75 .87 .84 1.35 1.30 70 75 .95 .91 1.46 1.41 Q 80 .83 1.35 80 .79 1.20 80 .82 1.26 80 .88 1.35 8 85 :80 1.31 85 .77 1.16 85 .80 1.23 BS as 1.31 O SLOPE _ .580 SLOPE '= .350 SLOPE a .480 SLOPE .580 Z I ELSINORE - YILDOMAR DURATION FREQUENCY MINUTES 1.0 100 YEAR YEAR 5 3.23 4.94 6 2.96 4.53 7 2.75 4.21 8 2.58 3.95 9 2.44 303 10 2.32 3.54 11 2.21 3.39 12 2.12 3.25 13 2.04 3.13 14 1.97 3.02 15 1.91 2.92 16 1.85 2.83 17 1.80 2.75 18 1.75 2.67 19 1.70 2.60 20 1.66 2.54 22 1.59 2.43 24 1.52 2.33 26 1.46 2.24 28 1.41 2.16 30 1.37 2.09 32 1.33 2.03 34 1.29 1.97 36 1.25 1.92 38 1.22 1.87 40 1.19 1.82 45 1.13 1.72 50 1.07 1.64 55 1.02 1.56 60 .98 1.50 65 .94 1.44 70 .91 1.39 75 .88 1.35 80 .85 1.31 85 .83 1.27 SLOPE _ .480 2" M Ili 1' T ;.. - I • I :� _.R CI Nx.':.JFi. -- : _ - III _ Iy .... I Iy _ , „ - - - - — ..I t Jj- _ - - - - -_ _ - _. ;.: - :::: 0.i - - - -- -- - -- - - - - - 0.7 0.5 T - ..:.'�.,.. _�.c.�:. �•::, _,... .._,.:; ._ - -- - -- - — _,r. -1__ - ':cam _ _ '•::7:.... ... r._ __.. ._._. .._.._.___ __ _ _ _ IM 0.4 2 3 4 5 6 6 to 15 20 25 36 40 50 60 80 100 150 200 300 400 500 600 800 1000 1 _ . DISCHARGE — C.F S. (TOTAL. FLOW IN STREET) t - I RCFC & WCD HYDROS OGY ��i1 .ANUA } I RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT VELOCITY DISCHARGE CURVES COUNTY STANDARD No. 106 321 ROADWAY 611a 8 °CURBS 'fir -- a•7����l� :�t«5s�''�aL�s'� oil Y�i�M ". 3: n • rg= •, ® �� g� jq$��� 9m Pte/ IIY ®� ; d ppmlp����m� tl18 mu n1 ' .�7 WEE M. °T9M � Mai pill M, aMi% M. I L7° 2" M Ili 1' T ;.. - I • I :� _.R CI Nx.':.JFi. -- : _ - III _ Iy .... 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T'iflC- C-3 CF�AM-- Abp 2n IN 3=At-L (C r-5 ).3 5'93,2 I-S -2 2- ,607 2,2/- 813,6 193 ''Z' ass,?. Z 359 IZ9214 4 3.8 6.,6 7 E3 4, L- 4.37 7-52, 12 542.4 R> S.Z 32,8 1"28 4o 4o, 9 1290 667 .951 34Z3,6 /Z 7,3 IZ12 3582,0 13 10,8 A32 5'Z3 °54$Z,8 2,q 14 P-4 T 58?-I'Zi> 34912, 16 4226, 44.368-,,6 1 /7 1,4 1oS.0 .t-04 IiS 630.0 456 ►S,a 6�6 ' 609 231 8 &614 45878.4 603 5133,2. 6 46i, 60?- 536,x} 46 1 Cie 10.1-11 136 .640 .4114,1 4934,0 Z3 399, 6 45 333, 4 -032. 591- 'ags 3!�2 '48 4 St., 4 I SUBJECT: B1 AREA PAGE OF PROJECT: JOB NO: LOCATION: BY: Lloyd W. Watson CLIENT: DATE: August 6, 2002 FLOW IN OFFSITE STORM DRAIN TO RETENTION j HYDROGRAPH AREA IN TENTATIVE TRACT NO. USE RCFCD HYDROLOGY MANUAL PLATE E -5.9 FOR RAINFALL PATTERN. i PLATE E -5.6 INDICATES 100 -YEAR 24 -HOUR PRECIPITATION = 4.0" (1) (2) (3) INCL. NET PERIOD RAINFALL Q VOL. PREY. STOR. PERC. CUM. STOR. (HOUR) % ^ INS. (PER HR) C C.F.S. (C.F.) (C.F.) (C.F.) (C.F.) 1 1.2 0.048 0.045 0.038 138 138 2 1.3 0.052 0.046 0.042 153 291 3 1.8 0.072 0.056 0.072 257 548 4 2.1 0.084 0.060 0.089 322 870 5 2.8 0.112 0.080 0.159 572 .1,442 6 2.9 0.116 0.081 0.167 600 2,042 7 3.8 0.1.52 0.110 0.297 1,068 3,110 i 8 4.6 0.184 0.130 0.424 1,528 4,638 i 9 6.3 0.252 0.175 0.782 2,816 7,454 10 8.2 0.328 0.216 1.257 4,525 11,979 11 7.0 0.280 0.190 0.944 3,398 15,376 i 12 7.3 0.292 0.195 1.010 3,636 19,013 13 10.8 0.432 0.263 2.016 7,256 26',269 14 11.4 0.456 0.290 2.346 8,445 34,714 ' 15 10.4 0.416. 0.258 1.904 6,854 41,569 16 8.5 0.340 0.220 1.327 4,777 46,346 17 1.4 0.056 0.048 0.048 172 46,517 18 1.9 0.076 0.058 0.078 282 46,799 19 1.3 0.052 0.046 0.042 153 46,952 20 1.2 0.048 0.045 0.038 138 47,089 21 1.1 0.044 0.044' 0.034 124 47,213 22 1.0 0.040 0.043 0.031 110 47,323 23 0.9 0.036 0.038 0.024 87 47,410 24 0.8 0.032 0.033 0.019 67 47,478 -i (1) RAINFALL = % OF.TOTAL PERCIPITATION (2) Q= RAINFALL x C x A (INS. PER HOUR) (3) V = Q x 3600 = c.f. / HR (4) PERC RATE _ .74 " /HR = 0.627HR G: /Administration /COST ESTIMATES /HYDROGRAPH.wb3 A = 17.74 C = COEFF. FOR • ' UNDEVEL. LOT SUBJECT: C1 AREA PAGE OF 31ROJECT: JOB NO: - OCATION: BY: Lloyd W. Watson CLIENT: DATE: August 6, 2002 FLOW IN OFFSITE STORM DRAIN TO RETENTION HYDROGRAPH AREA IN TENTATIVE TRACT NO. USE RCFCD HYDROLOGY MANUAL PLATE E -5.9 FOR RAINFALL PATTERN. PLATE E -5.6 INDICATES 100 -YEAR 24 -HOUR PRECIPITATION = 4.0" (1) (2) (3) INCL. NET PERIOD RAINFALL Q VOL. PREY. STOR. PERC. CUM. STOR. ti (HOUR) % . INS. (PER HR) C C.F.S. (C.F.) (C.F.) (C.F.) (C.F.) 1 1.2 0.048 0.045 0.041 149 149 2 1.3 0.052 0.046 0.046 165 314 3 1.8 0.072 0.056 0.077 278 592 4 2.1 0.084 0.060 0.097 348 940 5 2.8 0.112 0.080 0.172 618 1,559 i 6 2.9 0.116 0.081 0.180 648 2,207 7 3.8 0.152 0.110 0.321 1,154 3,361 e 8 4.6 0.184 0.130 0.459 1,651 5,012 9 6.3 0.252 0.175 0.845 3,043 8,055 10 8.2 0.328 0.216 1.358 4,889. 12,944 11 7.0 0.280 0.190 1.020 3,671 16,616 12 7.3 0.292 0.195 1.092 3,930 20,545 13 10.8 0.432 0.263 2.178 7,841 28,386 14 11.4 0.456 0.290 2.535 9,126 37,512 15 10.4 0.416 0.258 2.057 7,407 44,919 16 8.5 0.340 0.220 1.434 51162 50,081 17 _ 1.4 0.056 0.048 0.052 186 50,267 18 1.9 0.076 0.058 0.085 304 50,571 j 19 1.3 0.052 0.046 0.046 165 50,736 20 1.2 0.048 0.045 0.041 149 50,885 21 1.1 0.044 0.044 0.037 134 51,019 ' 22 1.0 0.040 0.043 0.033 119 51,138 23 0.9 0.036 0.038 0.026 94 51,232 24 i i 0.8 0.032 0.033 0.020 73 51,305 . (1) RAINFALL = % OF TOTAL PERCIPITATION A = 19.17 (2) Q= RAINFALL x C x A (INS. 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