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32201IIIIIIIIVIIIIIIIIII 35 IE 2-0 i _ 1 1111111 IIIIIIIIIIII 36 IE TRACT 32201 HYDROLOGY AND HYDRAULICS W &. W DESIGN DEVELOPMENT, INC. 79 -940 CORPORATE CENTER DRIVE, SUITE 107 LA QUINTA, CA 92253 January 5, 2005 Rev. January 27, 2005 , No. 266 m MARCH 31, 2006 ZD TRACT NO. 32201 ' HYDROLOGY AND HYDRAULICS ' The proposed project is a single family detached subdivision consisting of 24 homes on approximately 7.4 Acres in the City of La Quinta. The subdivision also provides 1 lot for floodwater retention and one lot for landscaping. ' The property is now vacant. The surrounding property is undeveloped with the proposed Corral Mountain development to the east. Storm water flows in a northeasterly direction across the property. It is proposed to intercept flows adjacent to the southerly Xroperty ' boundary and route these flows easterly and northerly in the proposed new 60 Avenue and Madison Avenue streets. ' Conditions require that storm water falling on -site during the 100 -year storm shall be retained within the development. There is also the requirement that the design storm . shall be a 3 -hour, 6 -hour or 24 -hour event producing the greatest total runoff. There are ' no charts in the Riverside County Flood Control Hydrology Manual that include the area of this development on the precipitation maps. We have included precipitation maps from the subject manual for 3 hour, 6 hour and 24 hour events and have extended the ' isohyetals by interpolation to cover the subject property. These maps have been included in the report. ' The soils report for the property indicates the soil consists of silty sands and sandy silts. The Riverside County Flood Control Hydrology Manual does not include this site location on any of their Hydrology Soils group Maps. For the purpose of our calculations, we used a Type "B" soil. The proposed development has less than 50 percent impervious improvements. The "50- Single Family -1/4 Acre Lot Runoff Coefficient Curves were used for runoff calculations for this development. ' Sladden Engineering is currently performing "Infiltration Testing for Storm water Retention ". It is assumed that this report will yield an infiltration rate in the range of 6 to ' 9 inches/hour. This report used an infiltration rate of 2.0 inch/hour. The Sladden Report will be presented when available. ' Our calculations indicate there are no storm flows that will exceed the top of curb in a 10- year storm. Storm water flows will not be beyond 10 feet behind curb in a 100 -year storm. The storm drain facilities including catch basin and pipes are sized to carry the ' 100 -year storm flows. Transmitted herewith are our calculations for this site, . 4 �.ti � - r, - _ �•� ,_ +rte • i� r�� ,�t �ti, '�'I► � 4 ����" -� �•�'r� Jl �� ` 1 J � )h �• , 5 x.1`1 'i• 1 •y Y � �� • _' SAS t .� p 1 IJ It ir el �_ /J -� tt ON Al " 'r a I f � �F��u ,'T..n, ... 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R°'- .,. �v L 4�. a . - - -� 'Y .. e-,y, . rr ir1 .at!� - ...it "-k, �+. r r..at• t. •. _ -- rd.Y r � L��y .,• b,; ! 1 I 1 SS•x: �a k A 4^ rx� a F!� i R C PC a WC O HYDROLOGY )MANUAL RATIONAL METHOD CALCULATION FORM PROJECT 7UCT 2->'Z241 0: =S 1-1 V_ FREQUENCY Chocked VMS 001- • Sheet No, of _Sheets ENO R C F C a W C D HYDROLOGY JMANUAL RATIONAL METHOD CALCULATION FORM PROJECTS I-P-&C�( '251Z2AI 0 1�1 FREQUENCY JDO Ye 'Q Sheet No.— of — Sheets Calculated by ----------- 3Kr1 - -- DRAINAGE AREA 01a m1wilillillillil ®eevors�� ®A - �, • --_mm_� mm mm mmm mm mmmm mm ---- ----- ---m - -_.-_-- - m__--- ---m _--_ -_---- ---- -_--- _--- -_---- �--- -_--m- - ---_ -_m--- ---- m--_- ---- -_--- R C F a WC O HYDROLOGY 1\iJANU AL RATIONAL METHOD CALCULATION FORM PROJECT i -MkC7 SftC( d f S 1� i FREQUENCY Shea Na_ of — Sheets Calculated by UA DRAINAGE A , 1 �. •' " i m Im (� R C F C a W C D HYDROLOGY 1\iJANUAL RATIONAL METHOD CALCULATION FORM PROJECT -ITT SZ "( 0E-' (7 FREOUENCy A Oc 3Y & __ Shut No.— of _.Sheets Calculated by __. -_ -- DRAINAGE AREA Jim an- REMARKS �Fm Fix my'' 4 , MR FM TRACT 32201 10 YEAR STORM scenario: Base »» info::subsurface Analysis iterations: 2 »» znfo:"Convergenc'e was achieved. Gravity subnetwork discharging at O -1 --------- -- - - -- -------------------------=--------------------- »» Info:'Loading and hydraulic computations completed successfully. CALCULATION SUMMARY FOR SURFACE NETWORKS Label I inlet I Inlet I Total I Total I capture I Gutter I Gutter I I Type 1 I Intercepted Bypassed Efficiency I Spread I Depth I I Grade Flow I Flow M I (ft) I .(ft) I (ft /s) (cfs) I (cfs) I I ------- I---------- I I ------- 1- - - - - -- ----- - - - - -- ------------------------=-- 1------------- I CB -1 I Combination inlet I Combination COMB.-INLET #3 I I---- 9.37 I - = - - -- 0.00 ------------ 100.0 I-------- I 9.54 I--- - - - - -1 I 0.36 CB -2 I Combination Inlet I Combination COMB. INLET #3 1 ------------------------------------------------------------------------------------------------------------------ 5.13 I 0.00 I 100.0 1 4.36 I 0.17 I CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: .0-1 63.00 1 5.13 1 2.13 1 58.36 I 58.30 I Label I Number I Section I section I Length I Total I Average I Hydraulic I Hydraulic I I I of 1 size 1 shape I (ft) System velocity I Grade I Grade 1 I l sections I I I 0 -1 I Flow (ft /s) I upstream I Downstream 1 I I ------- I---------- I I I (cfs) 5.13 1 59.83 I (ft) I (ft) I I I--------- P -2 1 1 1 21 inch I------- - - -1-7 1 Circular 1 ----- 100.00 1-- - - - - -- 1 14.51 ---------- I 6.03 I ----------- I 58.30 I ------- - - - - - I 57.59 I P -1 I 1 1 21 inch 1 Circular 1 63.00 1 5.13 1 2.13 1 58.36 I 58.30 1 Label Total ;I Ground I Hydraulic 1 Hydraulic System'1 Elevation Grade I ` Grade Flow 1 (ft) Line In 1 Line Out I- - - - - -- (cfs) I ------- 'I----------- (ft) I (ft) °--- 0 -1 14.51 53.00 1----- - - - - -- - - - - - -- 1 57.59 57.59 1 CB -1 14.51 59.56 I 58.30 I 58.30 I CB -2 5.13 1 59.83 1 58.36 I 58.36 Completed: 10/27/2004 10:03:44 AM TRACT 32201 100'YEAR scenario: Base I »» Info: subsurface.Analysis iterations: 2 »» Info : - Convergence was achieved. ______________________ _______________________________ Gravity subnetwork discharging at: 0 -1 -=--------=-------------------------------- =--------------------- »» Info: Loading and hydraulic computations completed successfully. i CALCULATION SUMMARY FOR SURFACE NETWORKS M lift M M M M M Label I Inlet I Inlet Total I Total I Capture I Gutter I Gutter I I Type 1 Intercepted I Bypassed ' Efficienc y I spread Depth I I Grade Flow I Flow M I (ft) (ft) '-- (cfs) I (cfs) I I I - - - - - -- - - - - - -- - - - - -- CB-1 I Combination inlet ' Combination COMB. INLET #3 I 15.27 1 0.00 1 100.0 1 16.27 I 0.50 I 1 CB -2 1 combination Inlet I combination COMB. INLET #3 1 ------------------------------------------------------------------------------------------------------------------ 8.36 I 0.00 I 100.0 1 10.22 I 0.29 I CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 1 63.00 1 8.36 I 3.48 1 59.64 1 59.49 I Label I Number 1 section 1 section 1 Length I Total I Average I Hydraulic I Hydraulic I p I I of 1 size I shape 1 (ft) system velocity I Grade 1 Grade 1 I I sections I 1 1 ( Flow (ft /s) I upstream 1.Downstream I I I I (cfs) I I (ft) I (ft) I I P -2 1 1 21 inch I Circular _ __ 1 100.00 1 23.64 _ I 9.83 i 59.49 1 57.59 I i P -1 1 1 1 21 inch I Circular 1 63.00 1 8.36 I 3.48 1 59.64 1 59.49 I Label I Total Ground 1 Hydraulic I Hydraulic 1 system Elevation I Grade Grade Flow 1 (ft) I Line In I Line Out (cfs) 1 (ft) (ft) 0- 1 - - -I -- 23.64- I - - - -- 53.00- � - - - -- 57.59- I - - - -- 57.59 -I 1 CB -1 23.64 .1 59.56 1 59.49 1 59.49 .1 1 CB -2 1 8.36 1 59.83 1 59.64 1 59.64 1 Completed: 10/27/2004 10:13:13 AM TRACT 32201 OFF -SITE 10 YEAR STORM Scenario: Base I »» Info: subsurface Analysis iterations: 2 »» Info:'ConVergence was achieved. Gravity subnetwork discharging at: 0 -1 ----------------------------------------------------------------- »» Info: Loading and hydraulic computations completed successfully. i CALCULATION SUMMARY FOR SURFACE NETWORKS Label Total Ground Label I Inlet I Inlet I Total 1 Totals Capture I Gutter I Gutter I Line In Line Out I Type I (ft) I Intercepted Bypassed I Efficiency I Spread I Depth I ----- I 57.59 I I I 1 57.63 - - - - -- I Flow Flow I M I (ft) I (ft) I I I (cfs) (cfs) I -- --------I-------- I-CB-3--1 - - - - ----------------=---------------------------------------------------------------------------------- -------=--=- Curb Inlet I-------------------- ( Curb CURB INLET #1 I------------- I---------- I 2.40 I I------ 14.03 I - - - - 14.6 15.80 I 0.40 I ' CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0.1 I Label I Hydraulic I I Number I Section I section I Length I Total I Average I Hydraulic I I of I size I Shape ! (ft) I System I velocity I Grade I Grade I I. I sections I I I I Flow I (ft /s) I Upstream Downstream I I I I I (cfs) - I I (ft) (ft) I - -- P -3 ------=-- I--------- 1 1 18 inch 1---- - - - - -- I Circular -' - I-- - - - -- 70.00 I 2.40 - ----I--- 1'----1.361 --------I------------ 57.63 1 57.59 Label Total Ground I Hydraulic Hydraulic i System' Elevation Grade Grade I Flow I (ft) Line In Line Out I (cfs) I (ft) I (ft) - - - - -- I - ------ I-------- I ----- - - - - - - 0-1 2.40 i 53.00 ----- - - - - -- I 57.59 ----- I 57.59 CB -3 I 2.40 I 58.97 ------------------------------------------------ I 57.63 1 57.63 - - - - -- ----------------------------------------------------------------- Completed: 01/05/2005 08:51:45 AM TRACT 32201 OFF -SITE - 100 YEAR I »» Info: subsurface Analysis iterations: 2 »» Info: Convergence was achieved. Gravity subnetwork discharging at: 0 -1 =---------=----------=--------------------- ------- - --------------- »» Info: Loading and hydraulic Computations completed successfully. CALCULATION SUMMARY FOR SURFACE NETWORKS i 1 Label 1 Total Ground Label I Inlet I Inlet 1 Total I Total I Capture I Gutter I Gutter I 1 (cfs) 1 1- - - - - -- - ------ I----------- Type I 1------------ 57.59 I Intercepted I Bypassed I Efficiency Spread I Depth Flow I Flow M I (ft) I (ft) I ------- I ! I I (cfs) I (cfs) I I I I - - - - -I I CB -3 ----------------=---------------------------------------------I----------------------7------------- 1-------'---- I Curb Inlet I-------------------- I Curb CURB INLET #1 1=------ - - - - -- I 1 3.32 ---------= 1------------ 30.46 1 1-------- 9.8 I 1--- 20.95 1 0.50 1 f CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 I Label I Hydraulic I I Number 1 section I section I Length I Total I Average I Hydraulic I I of 1 size 1 shape (ft) System I velocity I Grade I Grade 1 I I sections I I Flow I (ft /s) I upstream 1 Downstream I I I I I (cfs) - - I 1 (ft) I (ft) 1 1------- I P -3 1---------- 1--------- 1 1 1 18 inch i---------- 1-------- I Circular 1 1-- - - -- 70.00 1 3.32 ---- - - - - -- I 1.88 ---------- I 57.66 I------- - - - - -1 I 57.59 1 1 Label 1 Total Ground I Hydraulic Hydraulic I I System Elevation I Grade Grade I 1 Flow (ft) Line In Line Out 1 (cfs) 1 1- - - - - -- - ------ I----------- . (ft) 0-1 3.32 1 53.00 1------------ 57.59 -=--- - - - - -- 1 57.59 CB -3 I 3.32 1 58.97 I 57.66 1 57.66 -------------------------------------------=---- - - - - -- ----------------------------------------------------------------- Completed: 01/05/2005 08:42:54 AM LIMITATIONS: L 100 I. Maximum length= 1000' Tc 1000 90 2. Maximum area'= 10 Acres 5 900 .80 Q V I 600 70 0 _ U 6 ` 700 6�0^ ... a a o !s 300 Q 200 7 600 c 50 -P o a w 100 s o a c m ° so a 0 > a a ON -517 ' l v�T a > o -4000 40 30 m 500 4e�p m 20 9 0 v .n 35 p a v a 10 E m o. K ' 6 ii 400 0 l! Good Cover m 12 - m o` 350 m 25 Undeveloped c 0 .- 1.0 .E Fair Cover 8 .6 ° c - 300 c - 20 Undeveloped Poor Cover 0 c 2l 14 15 m .- ° 250 ~ 19 l8 Single Famil y o > .2 16 17 E J -j v 16 (1/4 A o 18 ° - t c c -14 15 mmercial 19-- 200 13 (Pov 20-- .a`J a c 0 0 25 c 150 �, 9 KEY V E L-H -Tc -K -Tc ~ 8 30 ° EXAM E (1) L= 550,:H =5.0, K= Single Family(1 /4Ac.) r100 Development , Tc =12.6 min. 35 - 6 (2) L =550', H =5.0, K = Commercial Development, Tc = 9.7 min. 40 5 4 —. - - - - - -- - - - -- - Reference; Bibliogrophy item No. 35. R -CFC 15 wC D TIME OF CONCENTRATION HYDROLOGY MAN' FOR INITIAL SUBAREA ,� PLATE D -3 _��._" RSE ,1RCE t R 7E RgE ?i+rrfR'/ N "�. �- ' c'•7- 1 t - - wvLe- vmey,n :. ) _ _ . �.7DN,D,QfIlUE1rN[L� ) ""~t r" ;` C < ✓ - ' \`. — /-"-!..may dlwb Trle — _j = _ _ I:IN< e 5T•, - SOeooeeo+oGMON11gw� ""�,.`,;j, I _..f� `' -4 I _ `. t 7'. f•scat'Z w Yvtto Ydl sK�� °. MMF�'`�- -"+` -C ��:.�. 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I ZZ TORRESyN*A`f1`Ri1RE -_1 - -� frf�•i I Curp.Y J�.T .L. •'5 i7• 17.- _ ',... 1 JNQ� —a„7 Vi'�1yATION 8En` Oaii; �J V7 •' ..')'s -- +!`r'T , :'; bir d'` 7-_ �• � � - ..^r`. .'" ,1, � '- � 'y".. `'.t\ �?� '!��' l e: 1 r!• .:li Y. -\ •J" RNEI>� COUII ! - L� 1 5'-. --., "` 'S C �...' �� \l �.r- �( \,��--x �\% � � �'•', -' �`I~ I_1F ' -D lerro •Ile '��' (hihu ! DIECU -U t, f,( Ml' �_ ��,� I? - -' B�RIVER E� \ " RIVERSIDE COUNTY FLOOD CONTROL te'Irss A N D ' -.?A WATER CONSERVATION DISTRICT w.n. -. •.'�7�,•- 'S- _' -':. .moo_ _" - - e 2- YEARI -HOUR •� _.._ b ,C cJ AMAR10R54EflVATQRY�•'Lf '•*�1,�, . ., - -';.�- :�.�,�. ` '.:.,'�: ;.; ,� :f,'. "`�f�" "�```' "A` PRECIPITATION :FOREST \S AR ... - , •..._ _.. _ _ k)onh,ra pee :r- +v+DCrILaEiln[SS - - - - - -- - - - - - ` .t . 45 .. �. . dAN OOM.'OIYb MOUN=Apt r��,:'/,'�' 1: -.•• - - .. _ _. YOl 1 •• - '' ' •..:. -... '" 5502: .. •.;:_.::- .)•:.- .... � ..b •_ .: - - _�� � �i! _ • -33;•L -.a .. _.. .y l-�,•-�• .. 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" --,,z `RAf-0 ANl P,a,�pw,UtliM' �' Vt.` ' ,.(1''` '_ 7 • - Ire:mdl� �a '�, SS � 'j - -=.1 _ - - —_ rr'�'A ... Z�...i'__' �w• - - ':- �----- - —'- 1 : /�,- �f ��L::.•`•", ��j+.��ta ;\ � 1 ---- --r _ �ic.Hizan 'C <N:RI /dnvia)AIrJ, 1 -4i 11 i�. - sbfN '�iV ; -,• ern¢ - 39 ..9 jYi' t� r. 3C� 0 i .i �•• n _.__', < _ _ '�7� 1 1 , :a :`.�•` 1^"�rt9rj' .' i �` •��'Y' !'�hriiA'+ 6SA 1 7 Z ,,:.,,,: a:'• i �. ��- _ L- _•c%::.; . - —- i �. ... -�.� {�j �1 •�"l• -•`-v. , TOR RES \' I _ 9 ..0 FEtitkV �q \ T ^� OIt�tP� L\ f �A'AR11NE m\`,. •• l,_ '31y.'1 '{ { v \ ` -�` trm - INDIAN ! l '\:. �j •:I,:, - — _ f.:•i.- ..__.II ; — ,'�j I 2•Q�r . f- : ?M�a� •1i_._.... _ -' \` �'•\ r; •s t ..:hyIs.:ns�:F.,on .AMY,=N - I� 1 y„ � .1.3 <� I - -- _ � °�` _ _ � z r�,'�•�•'�17_IDCQIQ= 197 I i I � 7. _ ': � tali l.t� udmgr�. vnfigN � ( -•s • �' - .` �. � � . ' ! f� ,,.v Tui. v R r,4 _ a� '� +` :I� � :'—'_ n w .�.�. l •t`°..`,- _.:..' '` `i' r TORkESR�`�M�{A,PitRE� Cud C�,.`- �'4' �, .� 'C� .�E� j.l 1. -- . - ,.:� ::,,: `: 'r -• .� _ .. ti` - H3�? `�. ti;,:�. - .R;"r ,'.rF:d. - -�� �'.: =G.'. \'✓- Ea51D1 .UNI-i - � E° � ..L L •�' � - i �.--, ,. a� l 7 RIVER SIDE 11 '' COUNTY FLOOD CONTROL FIFA 5' -�ay~y< i '' -.'; :� �>;;._ �''` WATER CONSERVATION DISTRICT ,.i' . i' :`.•,'-'*t � }---- - - - _ �` � Vic..,, � - `:' -•i _ _ _ � �6• - -`�: - :. 100 —YEAR I —HOUR IJJEGAfn jH•,'.f:kVATQRy�� `,a, '` ) +'I � •" �1�p' j •,.i '`'' ': • "?v7 I ` -- -•-. (-1 VEI_Alk NTit ONA('. n PRECIPITATION 1) �nJr. •i,.; �• � .CURES, -. - {�_;1'.. -' � q _ ,. .M U) w3 2.5 2 5 V z Z � 2 2 0- w J 1.5 1.5 Z 0 1 I 1 1 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: _ 1. For intermediate return periods_ plot .2- year_and _100-year-one .hour ..values . from maps,then connect points and reod value for desired return period. For example glven 2 -yea one hour =.50' and 100 - year one hour= 1.60",25 —year one hour = 1.18° Reference:NOAA Atlas 2, Volume 31- California, 1973. RAINFALL DEPTH VERSUS R `` FC a WC D' RETURN PERIOD FOR HYDROLOGY JMANUAL PARTIAL DURATION SERIES 01 ATM h -A F - ' - 1v`c`":T 1`i'y��-�t,A;aA. - - j _. - z R E r - =:1 4E ;— „'A...., SE 1 R5E ', :. — R 7f:.�1 4 8 s..: _ ,q* }'A 4 �A f : t ;� a `-� .' !: ,i, -- �• _ -��' � Imo_ c"T : Yale •� - _ - ' "7� ...h-' •�H� ; � °;:r`' a },�'Yl7 E � � - ..1 --�T - ./. `�'_�� • ._ • !�':`•�, . ..I •S., INqurt .fwQ �w, �; � � •3 _ a,.� ! 'i. -� -: Sy�i' � rl,no'vou.r' . '-�I•i:.:. 1. - ., coRrr - 1 t p4.: �- �%='':h.” � \Et,I✓ \ -.� _ :..j: ::j,�_.1' C'•• r'zi�:r'•i ' °� r,. "' i> :` 1 ° -P€i t3 $I . A ti" :•. iR .E'E ` -;t, N:7 Fi 0 N A C.I M'0'N.t/ M:E�T�t7 i' `''fE.4L _i �` .S.Ji-;S': ':•` {O ! ., ru - -Xr- :Srr1;' z �•,,�:1 ,: \l ,�iJ; �-�-,. 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R2! iiict,unQiy gf'DUtarh III i6f G rt _— •% CANUIUI INDIA ILL VAAfI 1 ^ -L `� �r�- _- _.�._tlr.'� •�• .�.Y' J '4 4 �'r� �i�n a eco rd s�ry 'It �-` -� �'- }''•.J r `.' i ' _ �`�`: -r 1.• � -- c.. -,:;�� � '.r. -.. -- - �p .s�. yr♦;Swil'11pIs' . 'V ..•; .yT`� _ . f�J vmbs I I I .� ^_ , , _r•,�' 'b. .�'.: _ -.�- r': 2 v'r•. r.TORRES IoARTiRE _ - _1 _• ^� 4 , NATION _ 8 '. h. orr�:, : e(iDT, .; �` `l'`� 'i :4i �:. "t. `�. .`, � , _ � _ ',,; ':/tiit`' :1.� H : , 7 . is'�". '�l �' -,.z� • ,•e;: ,2'': ti � I _ K RNE2 -4f'DY COON - _ �I _ _ �• �/. ./'..: 3 ' .-\` -$ RIVER E, 7-�. :_> ., - _. '. ,•- ,- - f* : RIVERSIDE COUNTY FLOOD CONTROL _ .t .� .v"'.. c• l � �_," I �_, f , seld"D -„ la's .g. . r�--, A N D 'J �" ` s �� f WATER CONSERVATION DISTRICT «..:;_'::,.: SLOPE OF : -- . INTENSITY DURATION A. 'CLF�E ST 400E i[T,rONA CURVE 'f ORE �w� '"!k ti _( .. � 1 d V ■I ■'I 11 fig IAN ■ ■I �I III 111 � I I '**-- a= 5000 4000 3000 2000 BASED ON MANNING'S EQUATION n =0.013 EXAMPLE: Given 0 = 105 cfs and S =2.5.% find required pipe _ size and velocity, From curves required Size= 36'0 and Velocity = 14.8 fps Reference: Bibliography item No. 10. R Cf C & WC® VELOC HYDROLOGY 1 \. /IANUAL CIRCU Zb PLATE D-8.1 1 1 f/Ii�i�pb1 w:ws a��l�- i /fir / ►�Ai� ��A� 1p� Iii %:I�� C NO Will N. of MAP i �I EXAMPLE: Given 0 = 105 cfs and S =2.5.% find required pipe _ size and velocity, From curves required Size= 36'0 and Velocity = 14.8 fps Reference: Bibliography item No. 10. R Cf C & WC® VELOC HYDROLOGY 1 \. /IANUAL CIRCU Zb PLATE D-8.1 TRACT 32201 ON -SITE 10YR Worksheet for Gutter Section Project Description Worksheet TRACT 322( Type Gutter'Sectic Solve For Spread Input Data Slope 007000 ft/ft Discharge 5.37 cfs Gutter Width 2.00 ft Gutter Cross Slol 078000 ft/ft Road Cross Slop 020000 ft/ft Mannings Coeffic 0.020 Results Spread 15.11 ft Flow Area 2.4 ft2 'Depth 0.42 ft Gutter Depress 1.4 in Velocity 2.24 ft/s Project Engineer. Watson & Watson Engineering c:\ ..ldesktop\tr'32201av60- 100:fm2 FlowMasterv6.1 [6140] 01/05/05 10:04:09 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 J,'27 Cross Section Cross Section for Irregular Channel L � ►U v-A; r� VJ &T 'Project Description Worksheet Irregular Channel -Flow-Element Irregular Channel Method Manning's Formul Solve For Channel Depth Section Data Mannings Coefficiei 0.020 Slope 0.007000 ft/ft Water Surface Elev 0.48 ft Elevation Range .00 to 0.50 Discharge 13.99 cfs 0 +00 0 +05 0 +10 0 +15 0 +20 0 +25 0 +30 0 +35 0 +40 V:1 N H:1 NTS Project Engineer: Watson & Watson Engineering FlowMaster v6.1 [614o] 01/27/05 12:42:53 PM ©'Haestad Methods, Inc. 37 Brookside"Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 2,� TRACT 32201 MADISON 10YR Worksheet for Gutter Section Project Description � I ' Project Engineer: Watson & Watson Engineering cA ..Wesktop\tr32201onsitlo0yr.fm2 FlowMaster v6.1 (614o) 01/05/05 10:10:58 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 1 n -T Worksheet TRACT 322( ' Type Gutter Sectir Solve For Spread ' Input Data Slope 007000 ft/ft ' Discharge Gutter Width 16.35 cfs 2.00 ft Gutter Cross Slo( 078000 ft/ft Road Cross Slop 020000 ft/ft ' Mannings Coeffic 0.020 Results Spread 23.50 ft ' Flow Area 5.6 ft= Depth 0.59 ft Gutter Depress 1.4 in ' velocity 2.90 ft/s � I ' Project Engineer: Watson & Watson Engineering cA ..Wesktop\tr32201onsitlo0yr.fm2 FlowMaster v6.1 (614o) 01/05/05 10:10:58 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 1 n -T Project Description Worksheet TRACT 322( Type Gutter Secti( Solve For Spread Input Data Slope 012500 ft/ft Discharge 21.31 cfs Gutter Width 2.00 ft Gutter Cross Slol 078000 ft/ft Road Cross Slop 020000 ft/ft Mannings Coeffic 0.020 Results Spread ?3.27 It Flow Area 5.5 ft2 Depth 0.58 ft Gutter Depress 1.4 in Velocity 3.85 ft/s TRACT 32201 AVE 60100YR Worksheet for Gutter Section kvf. (Oo qr& , q-+zz Project Engineer. Watson & Watson Engineering FlowMaster v6.1 [614o] 01/05/05 09:58:29 AM © Haestad Methoos, inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 (0 Project Description Worksheet TRACT 3221 Type Gutter Sectii Solve For Spread Input Data Slope 012500 ft/ft Discharge 10.30 cfs Gutter Width 2.00 ft Gutter Cross Slol 078000 ft/ft Road Cross Slop 020000 ft/ft Mannings Coeffic 0.020 Results Spread 17.48 ft Flow Area 3.2 ft Depth 0.47 ft Gutter Depress 1.4 in Velocity 3.25 ft/s TRACT 32201 AVE 60 10YR Worksheet for Gutter Section kQ 16 , (o C --h I � Project Engineer: Watson & Watson Engineering FlowMaster v6.1 [614o] 01105/05 10:01:30 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 2s I SUBJECT: PAGE OF PROJECT: TRACT 32201 JOB NO.: LOCATION: BY: W. DUNCAN CLIENT: DATE: 1/5/2005 HYDROGRAPH FLOW IN STORM DRAIN TO RETENTION BASIN USE RCFCD HYDROLOGY MANUAL PLATE E -5 -9 FOR RAINFALL PATTERN PLATE E -5.4 INDICATES 100 YEAR 6 - HOUR PRECIPITATION = 2.75" �u 7 (1) (2) (3) INCL. PERC. NET PERIOD RAINFALL Q VOL. PREV. ST RATE CUM. STOR. ' % INS.(PER HR) C C.F.S. C.F. C.F. C.F. C.F. 1 1.7 0.047 0.518 0.189 170 170 0 170 2 1.9 0.052 0.525 0.214 193 363 125 238 3 2.1 0.058 0.532 0.240 216 578 125 328 4 2.2 0.061 0.535 0.252 227 805 125 430 5 2.4 0.066 0.540 0.278 250 1056 125 556 6 2.4 0.066 0.540 0.278 250 1306 125 681 7 2.4 0.066 0.540 0.278 250 1556 125 806 8 2.5 0.069 0.542 0.291 262 1818 125 943 9 2.6 0.072 0.546 0.305 274 2092 125 1092 10 2.7 0.074 0.547 0.317 285 2377 125 1252 11 2.8 0.077 0.548 0.329 296 2673 125 1423 12 3.0 0.083 0.555 0.357 321 2994 125 1619 13 3.2 0.088 0.560 0.384 346 3340 125 1840 14 3.6 0.099 0.567 0.438 394 3734 125- 2109 15 4.3 0.118 0.585 0.540 486 4220 125 2470 16 4.7 0.129 0.590 0.595 535 4755 125 2880 17 5.4 0.149 0.605 0.701 631 5386 125 3386 18 6.2 0.171 0.620 0.825 742 6128 125 4003 19 6.9 0.190 0.629 0.931 838 6966 125 4716 20 7.5 0.206 0.636 1.023 921 7887 125 5512 21 10.6 0.292 0.673 1.530 1377 9264 171 6718 22 14.5 0.399 0.708 2.202 1982 11246 171 8529 23 3.4 0.094 0.563 0.411 370 11615 171 8727 24 1.0 0.028 0.465 0.100 90 11705 171 8646 (1) RAINFALL = % OF TOTAL PRECIPITATION A= 7.8 ACRES (2) Q= RAINFALL x C x A (INS. PER HOUR) C= COEFF. FOR 50 GL - SGL. FAM. (3) V = Q_x.900 = C.F. /.INCREMENT (4) PERC. RATE = 2.00 "/HR = 0.1667'/HR AVAILABLE CAPACITY 53.59 TO 57.59 = 29573 C.F. �u 7 SUBJECT: PAGE OF PROJECT: TRACT 32201 JOB NO.: LOCATION: BY: DUNCAN CLIENT: DATE: OCT. 27, 2004 HYDROGRAPH FLOW IN STORM DRAIN TO RETENTION BASIN USE RCFCD HYDROLOGY MANUAL PLATE E -5 -9 FOR RAINFALL PATTERN PLATE E -5.6 INDICATES 100 YEAR 24 - HOUR PRECIPITATION = 4.5" (1) (2) (3) INCL. PERC. NET CUM. PERIOD AREAL RAINFALL MAX LOSS LOW LOSS EFFECTIVE Q VOL. PREV. ST RATE STOR. (HOUR) % PLT E -5.8 INS.(PER HR) RATE RATE RAIN C C.F.S. C.F. C.F. C.F. C.F. 1 1.2 1.0 0.054 0.161 0.049 0.005 0.480 0.020 73 73 0 73 2 1.3 1.0 0.059 0.160 0.053 0.006 0.482 0.022 79 152 152 0 3 1.8 1.0 0.081 0.160 0.073 0.008 0.488 0.031 111 111 111 0 4 2.1 1.0 0.095 0.159 0.085 0.009 0.492 0.036 131 131 131 0 5 2.8 1.0 0.126 0.159 0.113 0.013 0.502 0.049 178 177 177 0 6 2.9 1.0 0.131 0.158 0.117 0.013 0.504 0.051 185 185 185 0 7 3.8 1.0 0.171 0.157 0.154 0.017 0.517 0.069 248 248 248 0 8 4.6 1.0 0.207 0.157 0.186 0.050 0.519 0.203 731 731 501 230 9 6.3 1.0 0.284 0.156 0.255 0.127 0.543 0.539 1941 2171 501 1670 10 8.2 1.0 0.369 0.156 0.332 0.213 0.562 0.936 3368 5039 501 4538 11 7.0 1.0 0.315 0.155 0.284 0.160 0.548 0.684 2464 7001 686 6315 12 7.3 1.0 0.329 0.154 0.296 0.174 0.550 0.748 2692 9007 686 8321 13 10.8 1.0 0.486 0.154 0.437 0.332 0.585 1.517 5461 13782 1142 12640 14 11.4 1.0 0.513 0.153 0.462 0.360 0.590 1.658 5967 18607 1142 17465 15 10.4 1.0 0.468 0.152 0.421 0.316 0.582 1.434 5163 22628 1326 21302 16 8.5 1.0 0.383 0.151 0.344 0.231 0.564 1.017 3661 24964 1326 23638 17 1.4 1.0 0.063 0.151 0.057 0.006 0.483 0.024 85 23723 1326 22397 18 1.9 1.0 0.086 0.150 0.077 0.009 0.489 0.033 117 22515 1326 21189 19 1.3 1.0 0.059 0.149 0.053 0.006 0.482 0.022 79 21268 1326 19942 20 1.2 1.0 0.054 0.148 0.049 0.005 0.480 0.020 73 20015 1326 18689 21 1.1 1.0 0.050 0.147 0.045 0.005 0.476 0.018 66 18755 1326 17429 22 1.0 1.0 0.045 0.146 0.041 0.005 0.474 0.017 60 17489 1326 16163 23 0.9 1.0 0.041 0.144 0.036 0.004 0.471 0.015 54 16216 1326 1489b 24 0.8 1.0 0.036 0.143 0.032 0.004 0.470 0.013 48 14938 1326 13612 (1) RAINFALL = % OF TOTAL PRECIPITATION A= 7.8 ACRES (2) Q= RAINFALL x C x A (3) V = Q x 3600 = C.F./ HR (4) PERC. RATE = 2.00 " /HR = 0.1667'/HR TRACT 32201 MADISON 100YR Worksheet for Gutter Section Project Description Worksheet TRACT 322( Type Gutter Secti( Solve For Spread Input Data Slope 007000 ft/ft Discharge 33.66 cfs Gutter Width 2.00 ft Gutter Cross Slol 078000 ft/ft Road Cross Slop 020000 ft/ft Mannings Coeffic 0.020 Results Spread 31.02 ft Flow Area 9.7 ft' Depth 0.74 ft Gutter Depress 1.4 in Velocity 3.46 ft/s Project Engineer. Watson & Watson Engineering c:\.. \desktop\tf32201madison1Oyr.fm2 FlowMasterv6,1 [6140] 01105/05 10:14:06 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 2P) SUBJECT: PAGE OF PROJECT: TRACT 32201 JOB NO.: LOCATION: BY: W. DUNCAN CLIENT: DATE: 1/5/2005 HYDROGRAPH FLOW IN STORM DRAIN TO RETENTION BASIN USE RCFCD HYDROLOGY MANUAL PLATE E -5 -9 FOR RAINFALL PATTERN PLATE E -5.2 INDICATES 100 YEAR 3 - HOUR PRECIPITATION = 2.25" ' PERIOD % (1) RAINFALL INS.(PER HR) C (2) Q C.F.S. (3) VOL. C.F. INCL. PREV. ST C.F. PERC. RATE C.F. NET CUM. STOR. C.F. ' 1 3.7 0.083 0.562 0.365 328 0 0 0 2 4.8 0.108 0.585 0.493 444 772 125 319 3 5.1 0.115 0.588 0.526 474 1246 125 667 4 4.9 0.110 0.586 0.504 454 1699 125 996 ' 5 6.6 0.149 0:612 0.709 638 2337 125 1509 6 7.3 0.164 0.623 0.798 718 3055 125 2102 7 8 8.4 9.0 0.189 0.203 0.635 0.640 0.936 1.011 843 910 3898 4808 125 125 2820 3604 9 12.3 0.277 0.675 1.457 1311 6119 125 4791 10 17.6 0.396 0.715 2.208 1988 8107 171 6607 ' 11 16.1 0.362 0.705 1.992 1793 9900 171 8229 12 4.2 0.095 0.570 0.420 378 10278 171 8436 (1) RAINFALL = % OF TOTAL PRECIPITATION (2) Q RAINFALL x C x A (INS. PER HOUR) ' - - 3)-V.-=-Q x -900 =- C:F -/- INCREMENT 14) PERC. RATE = 2.00 " /HR = 0.1667'/HR A= 7.8 ACRES C= COEFF. FOR 50 GL - SGL. FAM. AVAILABLE CAPACITY 53.59 TO 57.59 = 29573 C.F. TRACT 32201 5 JAN. 2005 COMPUTE INFILTRATION RATE SOIL GROUP: B URBAN COVERS: RESIDENTIAL OR COMMERCIAL LANDSCAPING - GOOD INFILTRATION RATE Fp = 2.00 " / Hr. 2.0" / Hr. = 0.1667'/ Hr. .RC. RATE FOR RET. BASIN SURFACE = AREA OF WATER SURFACE X.1667 FT. PER HOUR COMPUTE CAPACITY - RETENSION BASIN ELEV. AREA VOLUME PERC. RATE S.F. C.F. C.F. /Hr. 53.5 3008 1504 501 54.5 4114 5618 686 55.5 6848 12466 1142 56.5 7953 .20419 1326 57.5 9154 29573 1526 58.5 10542 40115 1757 3 2 2� PLATE E -5.6 ! ' ! . _ - `- - •Ye,= i\ - � ` J, Ptm ,.�'�, }� - "•.,. ,(, t u? •- ti"�... r � .. � .� 771G+ j� -f'_ lloshoo•Trae _ n t :iR -loon Ra c -F \, -rw - .r . z N. A. 7`f'O WA O N U ylob C, - - - _� . .. 1: tji � �� �.1.. �� � � �c_ ~ -�n O � \. � - �: -'_,• _ � - _ SAN ERN ARUINO l r i '"'mo. I-• ..y. Y �6yr - �� \:,` / r -_ -,� FSf SF IvEN91DE L'OU t"Y" }�y,l� `5'. _�_ ,1` .Nl�� '`�:.1+ F' ,l, � +.f *� �' >y �';•. ,�� 4: ` '`.,,t'� >' . Y - -. r2T1- ..: F .. 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Vi1 Y; �'n INI , -%1 /�I 1\ .r t _:fr t�flu 1 - - ,'��c n IAn [s N TORRES r �yy '. 1. 'J ii l I• F.. " .s i S - `- --'�'-\ ' Le,�`dARTINE 0 \'. OAAX i INDIAN 110N I. k�, S I wy i CANUII.LA INDIA jjE,�lf 1 art T V ��• ( .j,w� c n 11 � i �� ~r l- tr' �, ,.In• h� 1. ..'� -•� �'� : �r: � • - i _ . .y ` ` �_ _ : M1 l ��jj !� 70RRES IAA ._ a Vnll \ \\ v n NATION g t rA Ir. r..•l. „e” .,1-I .\:. , -�•- �- r : iays Ia!•�.� Coro � •'�' ♦ •' G 'ice ^ ' /' � ". `.., ` � �\ �.,' = l � � J.�"'\ C ?. L' \�`^ I l.•�• .I- ~ }�� "_ - rR1VE COUNTY _ - `( • + ✓..i i� . ^: �`- 8 RIVER ME C. •`W n Velby 'i t lu _ N U_lEC DU! Y l ' RIVERSIDE COUNTY FLOOD CONTROL :._.,.. \ ::..A F .. 1 _ ,. _ ;_ ; �. ✓'. sd!ly 4n 5- ' - :5: 'i-- '-,ter. i:!",� A N D r , WATER CONSERVATION DISTRICT °''1°e •� _ - Y^ r r IZ �L �� %o! ?� `� � - ' 100 -YEAR 6- HOUR PRECIPITATION • - CLF `LAND N'A?IONAC� - .- ?.�.SNi' - -- .�._.t +' �I•`'�.T :.. SUREST • 1 -��r�" ;. .. ,.. � j�'`''� "( •Y a�., 'o. �,^ �'' ;I O A...o.<o R2E PLATE E -5.4 3� 35, PLATE E -5.2 l�7 0 r n RAINFALL PATTERNS IN PFRrrniT 3-HOUR STORM TIME S -NIN 10 -MIN 15 -4IN PER100 PlRJOD PER I00 PERIOD PERIOD 1 1.3 1.3 2.6 1.9 10.0 B 1.5 3.3 /,9 17.1 6 1.9 3.3 6.6 29.9 7 :58 3 1.1 7.3 20.3 8 I.B 1.2 q;1 !0 1 5.3 12.3 11 5.1 11.A 12 1,8 6.1 16.1 13 2':R' .2 7.3 4.2 1/ 2.Y 6.S 19 2.z 11.1 16 2.0 11.1 17 2.6 3.B le 8.7 2.1 10 2.1 PO Y.7 21 3.3 22 3.1 23 2.9 3.0 21 25 .1 2 3 e 3 :2 . 27 5.0 ' 2e 3.5 29 6.5 30 7.3 31 32 B.2 5. 33 2. 9 0 3/ 1.B 35 1.0 36 ,b 6 -HOUR STORM TINE 5 -NIN -���- PERIOD PERIOD PERMIN IS -NIN 30 -MIN f00 PER TOO PERIOD i 2 :6 1.1 1.) 3.6 3 1.8 1.9 4.3 •6 1.3 2.1 /. 5 :6 1.1 2.2 1.9 6 1.♦ P.1 9 :3 7 •� 1.6 2.1 6.9 6 �) 1.6 a.1 6.B .y .7 1.6 2.9 9.0 10 .7 1.6 2.6 11.6 11 .7 1.6 2.7 11.1 12 .6 1.6 2.9 Ys.l 1.7 3.0 14 :6 1.7 3.2 ♦./ I5 l.B 3.6 16 '6 1.B 1.3 17 'S l.e /.7 16 .B 2.0 5./ 19 'S 2.0 6.2 YO 'S 2.1 6.9 21 :6 2.2 7.S 22 ,8 2.5 10.6 23 z.B 1..5 2. .e 3.0 / 26 .0 3.s 3.1.0 26 .9 3.9 Y1 .9 12 21 .v /..s 29 .9 1.8 30 .9 6.1 31 .9 6.7 32 .9 B.l 33 1.0 )0.3 31 l.0 2.6 38 1:0, 0 1.1 36 .B 31 l.0 35 1.1 39 1.1 10 1.1 11 1.P 12 1.3 13 1./ 11 1.. /6 1.9 16 !.5 17 1.6 48 1.6 TINE 5 -MIN PERIOD PERIOD /9 1.7 50 I.B 51 1.9 92 2.0 53 1 61 E: 1 B9 2.2 56 2.3 5) 2.1 Be 2./ 99 2.5 60 2.6 61 3.1 62 3.6 63 3.9 61 1.2 65 4.7 66 5.6 6? 1.9 69 ,9 69 ,6 70 .5 11 .3 12 .2 NOTES: 1. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939. 2• 24 -hour patterns based on the general storm of March 2 e 311938. -: ` .. son 2 v 1 24-HOUR STORM TIME I6 -MIN 30 -NIN 60 -MIN PERIOD PERIOD PERIOD PERIOD 1 .2 •8 1.2 2 .3 .7 1.3 j �� •6 1.6 g .3 •) 2.1 6 .3 .9 2.6 7 :43 1.0 2.9 5 1.1 4 :6-� 9 ./ 10 ./ 1.3 6.3 11 .5 i.3 e.2 12 .5 1.3 1.0 13 .5 1 :8 10 :8 14 .5 2.0 11.1 16 .6 2.1 10.1 •• 17 '6 2.9 B,5 le .5 3.0 1.1 19 '7 3.3 1.9 20 '7 3.9 1.3 f1 'B 1.3 1.2 22 '6 3.0 1.1 23 '1 1'0 1.0 21 'e 3.6 .9 Y6 'S 3.S .B 26 '9 6.1 27 1 0 6:B 26 l.0 1.6 29 1.0 5.3' 30 1.! 5.l 31 1.2 1.) 3a 1.3 J.6 33 1.5 .B 31 1.5 .6 35 1.6 1.6 36 1.7 .9 37 1.9 .B 3B 2.0 .5 39 2.1 .7 10 2.2 .s /1 1.5 . 12 I.S .S 5 13 a.0 .B 11 2.0 .5 16 l.9 .5 16 1.9 :S 17 !.1 .. 18 1 .1 19 90 91 92 53 51 ss 96 s) se 59 60 61 62 63 61 6S 66 67 66 69 to 72 1 7 73 11 75 16 77 11 19 60 61 62 13 61 8! 61 BB B9 90 91 92 93 91 95 96 15 -MIN PERI00 2.9 2.6 2.6 2.9 3.1 3.1 2.3 2.3 2.7 2.6 2:6 P.♦ 2.3 1.9 t.v .1 .1 .3 .3 .5 .5 .1 .1 .1 .3 :3 .1 .3 .2 .3 .3 .3 .2 .3 .P .3 .2 .3 .2 .2 .2 .2 .2 .2 .2 D Z D r m r m -Di N M z M 1 Cn iO n RAINFALL PATTERNS IN PFRrrniT 3-HOUR STORM TIME S -NIN 10 -MIN 15 -4IN PER100 PlRJOD PER I00 PERIOD PERIOD 1 1.3 1.3 2.6 1.9 10.0 B 1.5 3.3 /,9 17.1 6 1.9 3.3 6.6 29.9 7 :58 3 1.1 7.3 20.3 8 I.B 1.2 q;1 !0 1 5.3 12.3 11 5.1 11.A 12 1,8 6.1 16.1 13 2':R' .2 7.3 4.2 1/ 2.Y 6.S 19 2.z 11.1 16 2.0 11.1 17 2.6 3.B le 8.7 2.1 10 2.1 PO Y.7 21 3.3 22 3.1 23 2.9 3.0 21 25 .1 2 3 e 3 :2 . 27 5.0 ' 2e 3.5 29 6.5 30 7.3 31 32 B.2 5. 33 2. 9 0 3/ 1.B 35 1.0 36 ,b 6 -HOUR STORM TINE 5 -NIN -���- PERIOD PERIOD PERMIN IS -NIN 30 -MIN f00 PER TOO PERIOD i 2 :6 1.1 1.) 3.6 3 1.8 1.9 4.3 •6 1.3 2.1 /. 5 :6 1.1 2.2 1.9 6 1.♦ P.1 9 :3 7 •� 1.6 2.1 6.9 6 �) 1.6 a.1 6.B .y .7 1.6 2.9 9.0 10 .7 1.6 2.6 11.6 11 .7 1.6 2.7 11.1 12 .6 1.6 2.9 Ys.l 1.7 3.0 14 :6 1.7 3.2 ♦./ I5 l.B 3.6 16 '6 1.B 1.3 17 'S l.e /.7 16 .B 2.0 5./ 19 'S 2.0 6.2 YO 'S 2.1 6.9 21 :6 2.2 7.S 22 ,8 2.5 10.6 23 z.B 1..5 2. .e 3.0 / 26 .0 3.s 3.1.0 26 .9 3.9 Y1 .9 12 21 .v /..s 29 .9 1.8 30 .9 6.1 31 .9 6.7 32 .9 B.l 33 1.0 )0.3 31 l.0 2.6 38 1:0, 0 1.1 36 .B 31 l.0 35 1.1 39 1.1 10 1.1 11 1.P 12 1.3 13 1./ 11 1.. /6 1.9 16 !.5 17 1.6 48 1.6 TINE 5 -MIN PERIOD PERIOD /9 1.7 50 I.B 51 1.9 92 2.0 53 1 61 E: 1 B9 2.2 56 2.3 5) 2.1 Be 2./ 99 2.5 60 2.6 61 3.1 62 3.6 63 3.9 61 1.2 65 4.7 66 5.6 6? 1.9 69 ,9 69 ,6 70 .5 11 .3 12 .2 NOTES: 1. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939. 2• 24 -hour patterns based on the general storm of March 2 e 311938. -: ` .. son 2 v 1 24-HOUR STORM TIME I6 -MIN 30 -NIN 60 -MIN PERIOD PERIOD PERIOD PERIOD 1 .2 •8 1.2 2 .3 .7 1.3 j �� •6 1.6 g .3 •) 2.1 6 .3 .9 2.6 7 :43 1.0 2.9 5 1.1 4 :6-� 9 ./ 10 ./ 1.3 6.3 11 .5 i.3 e.2 12 .5 1.3 1.0 13 .5 1 :8 10 :8 14 .5 2.0 11.1 16 .6 2.1 10.1 •• 17 '6 2.9 B,5 le .5 3.0 1.1 19 '7 3.3 1.9 20 '7 3.9 1.3 f1 'B 1.3 1.2 22 '6 3.0 1.1 23 '1 1'0 1.0 21 'e 3.6 .9 Y6 'S 3.S .B 26 '9 6.1 27 1 0 6:B 26 l.0 1.6 29 1.0 5.3' 30 1.! 5.l 31 1.2 1.) 3a 1.3 J.6 33 1.5 .B 31 1.5 .6 35 1.6 1.6 36 1.7 .9 37 1.9 .B 3B 2.0 .5 39 2.1 .7 10 2.2 .s /1 1.5 . 12 I.S .S 5 13 a.0 .B 11 2.0 .5 16 l.9 .5 16 1.9 :S 17 !.1 .. 18 1 .1 19 90 91 92 53 51 ss 96 s) se 59 60 61 62 63 61 6S 66 67 66 69 to 72 1 7 73 11 75 16 77 11 19 60 61 62 13 61 8! 61 BB B9 90 91 92 93 91 95 96 15 -MIN PERI00 2.9 2.6 2.6 2.9 3.1 3.1 2.3 2.3 2.7 2.6 2:6 P.♦ 2.3 1.9 t.v .1 .1 .3 .3 .5 .5 .1 .1 .1 .3 :3 .1 .3 .2 .3 .3 .3 .2 .3 .P .3 .2 .3 .2 .2 .2 .2 .2 .2 .2 SANDFILTER SIZING CALCULATIONS Calculation #1 Determines- how many standard size sandfilters are needed. No." of Sandfilters homes _ 40 homes / sandfilter Round all fractions up to the nearest whole number Each sandfilter has 48 sf of fitter surface (ie 6- x 8); assume the incoming nuisance water will percolate through the sand at the rate of 4.6 inches per hour. The sandfilter must be sized to handle the "surge inflow rate" of 0.458 cf/house/hour, which is based on the assumption that on average, each house releases 12 gallons in a 3.5 hour "surge' period. Therefore, each sandfilter is capable of handling 18.4 cf/hour. As a result, each,sandfitter can handle the nuisance water released by 40 homes (18.4/0.458 =40). -Calculation #2 - Determines how long the -leach line must be. Leach Une,Length *-= 3.S homes.x.1.9. Whome<(sandy.,soil) _ 67 r-dA In feet1o. be divided:-eventy, betweenvthe: number. ofsandfilters, Leach Line Length" homes x. 341f/home,(silty. soil): In feet to.be divided: evenly. between the number of sandfitters The. critical aspect. in. sizing .the leach line..length .is.-related to: its .ability: to maintain:.a..sustained,.. ,.. percolation, rate (ie 24-7 -365), in.saturated soil; therefore, forthepurposes of this .calculation .it;is:.: assumed that the sustained percolation rate in saturated soil is 025 in/hr.(Note: if the soli is silty; more than 5% by weight passing the 200 sieve, the percolation rate shall be reduced to 0.125 in/hr). The leach line arch provides 2.8 sf of'percolation surface per lineal foot of leach line length. If the average nuisance water discharge per house in the neijhborhood is 20 gallons per= day that means each house must have 5.35 sf of percolation area in the leach field to percolate its 24-hr nuisance water discharge. Therefore, the leach line length must. be 1.9 INhome. -TVA cr � �•Lo ( 24 . 'ZZ,000 `,- —r- I,/'s�"j9SCly4'e APPROVED . 08/21/01. STANDARD 1 • GHRIS A. 4 VOLT � CITY ENGINEER 37-0- RCE 44250 SAND FIL TER SHEET 6 OF 7 1 (* Sladden Engineering 6782 Stanton Ave_. Suite A, Buena Park. CA 90621 (714) 523.0952 Fax (714) 523 -1369 39-725 Garand l.n., Suite G. Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772 -3895 January 24, 2005 Choice Enterprises 74.923 Highway 111, Suite 174 Indian Wells, California 92210 Attention: Mr. David &-%cullo Project. Proposed Residential Development NWC Avenue 60 and Madison Street La.Quinta. California Subject: Percolation Testing for Stormwater Retention Project No. 544 -4084 05- 01 -054. As requested, we have performed percolation testing on the subject site in order to determine the infiltration potential of the soils in the areas of the retention basins. The percolation rate determined should be useful in assessing; stormwater (or nuisance water) retention needs. It is our understanding that onsite stormwater /nuisance water retention is required.. It is proposed to collect runoff within shallow retention basins. Infiltration testing was performed within 2 test holes excavated using hand augering equipment. Percolation testing was performed nn September 9, 2004. Testing indicated infiltration rates of approximately 2.4 and 3.0 incites per hour for tests A and B, respectively. It should be noted that the infiltration rates determined by testing are ultimate rates based upon short duration field tact results in the specific test locations. An appropriate safety factor should be applied prior to use in design to account for potential subsoil inconsistencies, aitd potential silting of the percolating soils. The safety factor should be determined with consideration to other factors in the stormwater retention system design. (particularly stormwater volume estimates) and the safety factors associated with those design components. The site soils are classified as "Croup B" type soils in accordance with the USDA classification System. �t� January 24, 2005, -2- Project No. 544 -4084 05-01 -054 If you have questions regarding this letter, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEE!tING Hagan R_ Wright Project Engineer Brett L. A n Principal Engineer Pero;/pc Copies: 2/Choice Enterprises 2/Watson & Watson Design & Development . . . -; l �� 0 7 � � poy�nJd � ✓flc• >� Ja.�or o ,9,��►iO�s vl �J � . f ddf >>9�''J 000 6 � ,* ozz ON 1\11r7 Ll "AP /0&1"/ o g/ Z 0 7o '712. Ft 3�B,voo 82B.1 ° o /, z 2yZ o 1.9 2 z B °d 2422,3. 741,� O ° v 0 L2 7`3/0 �037.� 340 z, I ° • v. % 7176.9' o ga6.� ,9 /• 3 °o 697•/ 20 , 2 ° o i ESSI wvEY 7j 9. C.4 OF CA G9,va�3.� 0' IYE C� p °a9 IMPERVIOU PERCENT o. S. 10. bS. 2s. 2S. 300 3S. 00. 450 S0. SS. 00. 6s. T0. T5. 80. 09. 90". 95. 1.00. RUNOFF COEFFICIENTS PON RI INDEX NO. 0 32 INTENSITY - INCHES /HOUR .0 .5 1.0 1.9 2.0 2.5 3.0 3.,S. 4.0 S.0 6.0 .06 .13 .23 RUNOFF COEFFICIENTS FOR RI INDEX NO. : 28 •S3 •S7 .61 .04 .17 .27 .34 .40 .4S .48 .S2 .55 .S9 .63 .09 .21 .36 .37 IMPERVIOUS .47 .S1 .94 INTENSITY - INCHES .64 /HOUR .25 .33 .40 .4S •.49 PERCENT 056 .58 .62 o6S .10 .29 .37 .43 .48 .S2 .SS •58 .60 064 .0 .5 1.0 1.5 2.0 2.S 3.0 3.5 4.0 5.0 6.0 .68 .27 .36 .43 .49 .53 .97 .49 .62 .64 .67 •70 .31 .36 .40 .44 .47 .50 .S2 .55 0. .00 .11 .20 .27 .33 .38 .42 .45 .48 .S3 .S7 (� e66 3. .04 .1S .24 .31 .36 041 .61 .64 .64 066 .66 .68 .68 •70 90 � 071 .73 t .74 •74 10. .09 .19 .27 .34 .39 .43 .47 . S0 .1 5 .S7 .61 .58 .63 15. .13 .23 .31 .37 .42 .46 .49 .S2 :SS .49 .62 .72 .74 26. .16 .27 .34 .40 .49 .41 .52 .54 .S7 .61 .64 079 .80 1?S. .22 .31 .38 .43 .4T .S1 .44 .S7 .39 .63 .64 o83 dog On 36. 3$0 .27 .31 .515 .39 .41 .46 e46 •69 .SO .43 .S4 •S6 .136 .59 .S9 .61 .61 .63 .64 e66 .67 .69 :'b2 aye® 400. .36 043 .40 .92 .46 •S9 .61 .63 .69 .60 TO .87 11b t+ pg. .40 .47 .92 eSO 039 .61 064 .66 •6T .70 .72 :90 ." 40. .AS osl .S5 .S9 .62 .64 .A6 .60 .69 .72 .74 .83 .84 SSo .49 oSS .99 .62 .64 .67 .68 .76 .71 .74 •Ts .86 .87 69. .54 .510 .62 .0 .67 .69 .71 .72 .73 .75 .77 .88 180. 69. .S8 .63 .66 .69 .T8 .72 .73 .74 eT% .77 ,79 U. 063 e66 .69 •Ti .73 •74 .76 .77 .78 .79 .80 79. .67 .70 .73 .74 .76 .77 .78 eT9 .80 .61 .et 00. .72 .T4 .76 .77 079 .80 .00 Al . .62 .63 .83 89. .76 .76 .60 .61 .01 .82 .03 .63 .84 .05 .85 90. .01 .82 .93 .84 .04 as .0S .86 086 .06 087 9S.. .86 006 .07 • ®7 087 .8T .88 .98 .80 .08 .08 100. 090 .90 .00 •90 .90 .90 .90 .90 e90 .90 .90 IMPERVIOU PERCENT o. S. 10. bS. 2s. 2S. 300 3S. 00. 450 S0. SS. 00. 6s. T0. T5. 80. 09. 90". 95. 1.00. RUNOFF COEFFICIENTS PON RI INDEX NO. 0 32 INTENSITY - INCHES /HOUR .0 .5 1.0 1.9 2.0 2.5 3.0 3.,S. 4.0 S.0 6.0 .06 .13 .23 .91 .37 .42 .46 .SO •S3 •S7 .61 .04 .17 .27 .34 .40 .4S .48 .S2 .55 .S9 .63 .09 .21 .36 .37 .43 .47 .S1 .94 .S6 .61 .64 .13 .25 .33 .40 .4S •.49 .53 056 .58 .62 o6S .10 .29 .37 .43 .48 .S2 .SS •58 .60 064 .67 .22 .33 .40 .46 .90 .54 eS7 .60 .62 .66 .68 .27 .36 .43 .49 .53 .97 .49 .62 .64 .67 •70 .31 .36 .40 .44 .47 .50 .S2 .55 .56 .SO .39 .61 o62 .64 .64 066 .66 068 .69 o70 .71 .73 .40 048 eS3 .56 .61 .64 e66 .68 069 072 074 .4S e49 .52 •56 .ST .60 .61 .64 .64 066 .66 .68 .68 •70 90 � 071 .73 t .74 •74 .76 .77 .94 .S9 .62 .66 .69 .71 .T3 .74 .1S .77 .78 .58 .63 .67 .69 .72 073 .7S .76 .77 09 .80 .63 .67 .70 .72 .74 .76 .77 .78 .79 .80 .81 067 .71 073 .7S .7T 078 079 .80 .81 082 .83 .72 .75 .T7 .70 .79 .60 .81 .82 .83 o83 .84 .76 .79 .80 .01 .82 .03 .03 .84 .84 •8S .66 M' :'b2 OT :1 .8'J :09 .86 :176 ' e8s .07 .07 .86 .86 .07 .67 .87 .88 .88 .88 .88 .80 .89 off'':90 .62 i90 090' 090 090 ".90 :90 ." 090 .90 RUNOFF COEFFICIENTS FOP RI INDEX NO. - 30 IMPERVIOUS PERCENT .0 .5 1.0 INTENSITY -'INCHES/HOUR 1.S 2.0 2.5 7,0 3.S 4.0 5.0 6.0 0. .00 .12 .22 .29 .35 .40 ,44 .48 .S1 .5S .59 S. .04 .16 .25 .32 .3R .43 .46 .50 .53 .S7 .61 , 10. .09 .20 .29 .3S .41 .45 .49 ,52 .SS .S9 .62 15. .13 .24 .32 .38 .43 .48 .51 .54 .S7 .61 .64 20. .18 .26 .36 .41 .46 .50 .53 .56 .59 .62 .65 2S. .22 .32 .39 .44 .49 .S3 .S6 .S8 .60 .64 .67 30. .27 .36 .42 .47 .52 .SS .56 .60 .62 .66 .68 3S. .31 .40 .46 .SI .S4 .S8 .60 .62 .64 .68 .70 40. .36 .43 .49 •S4 .S7 .60 .63 .65 .66 069 .72 45. .40 .47 .53 .57 .60 .63 .6S .67 .68 .71 .73 S8. .45 .Sl .96 .60 .63 .6S .67 .69 .70 .73 .7S SS. .49 .55 .59 .63 .6S .68 .69 .71 .72 .74 .76 60. . S4 . S9 .63 .66 .66 .70 .72 .73 .74 .76 .78 65. . S8 .63 .66 .69 .71 .73 .74 .74 .76 .78 .79 70. .63 .67 .70 .72 .74 .79 .76 .77 .78 .80 .81 75. .67 .71 .73 .7S .76 .T8 .79 09 .80 .81 .62 80. .72 .74 .76 .78 .79 .80 .81 .42 .62 .83 .84 85. 06 .78 .80 .81 .82 .03 .83 .84 .84 .85 as 90. .81 .02 .83 .64 .8S .8S AS .86 .86 .87 .87 95. .86 .86 .87 .87 .87 .86 .88 .86 .88 .88 .88 180. .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 RUNOFF COEFFICIENTS FOR 01 INDEX NO. i 34 IMPERVIOUSI INTENSITY - INCHES /HOUR PERCENT .0 .S 1.0. 1.S 2.0 2.5 3.0 3.S 4.0 S.0 6.0 0. S. 10. 1S. 20. 25. 30. 3S. 40. 4S. S0. SS. 60. 6S. 70. 75. 80. es. 90. 9S. 100. .00 AS .2S .33 .39 .44 .48 .S2 .SS .59 .63 .04 .10 .28 .36 .42 .47 .50 .S4 .56 .61 .64 .09 .22 .32 .39 .44 .49 .S2 .56 .58 .62 .66 .13 .26 .3S .42 .47 .51 .SS .S7 .60 .64 .67 .18 .30 .38 .44 .49 eS3 .ST .S9 •62 .6S .68 .22 .33 .41 .47 .52 oS6 .S9 .61 .63 .67 .70 .27 .37 .4S .SO .S4 .58 .61 .63 .6S .69 .71 .31 .41 .48 .S3 .S7 .60 .63 .6S .67 .70 .72 .36 .4S .S1 .56 .60 .63 .6S .67 .69 .72 .74 .40 .49 .S4 .99 .62 .6S .67 .69 .71 .73 .7S .45 *52 .58 .62 .6S .67 .69 .71 .72 -TS .76 .49 .S6 .61 .64 .67 069 .71 .T3 .74 .76 08 .S4 .60 .64 .67 .70 .72 .73 .7S .76 078 .79 .Se .64 .6T .70 .72 .74 .7S 07 .78 .79 .8.1 063 .67 .71 .73 .TS .76 .77 .79 .79 .81 .82 .67 .71 04 .76 .T7 .79 .80 .80 .81 .02 .83 072 .7S .77 .79 .80 081 .82 .82 .83 .84 .8S .76 09 .80 .61 .82 .83 .64 .84 as .8S .86 .81 .62 .64 .84 as as .86 .86 .86 .87 .87 .86 .86 .87 .87 AT .88 .R8 .88 088 .08 .69 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 • • AFL DMWIOUS COVER Recommended value Land Use (1) Range- Percent For leverage Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 here) Late 20,000 S. F. (k Acre) Lots 7,200 - 10,000 S. F. Lots multiple Fmily Residential: Condominium Apartments Mobile Hoes' Park 10 -25 30 - 45 45 -'55 . 45 - 70 65-90 60 - 85 20 40 50 . V 65 80 75 Cxwmercial., Downtown � 80 -100 � 90 Business or Industrial notes: 1. Land use should be based on ultimate develolment of the watershed. Long range master.plaans for the County and incorporated cities should be reviewed to ineure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage iapervious may vary greatly even on coarable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be oonsidenred as it is coffin in some areas to use ornamental grav- els underlain by impen7ious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and aa3 review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5.per- cent over the values recomended in the table above.. R HYDROLOGY MA NUAL IMPERVIOUS COVER ®R DEVELOPED AREAS' PLATE D-5.6