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Tract 14042 Hydraulic Calculations
' - - 1 . . 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MHO Itm■■■m■N ■ ■m■■N ■■ ■ 1 \ lmum ■ 4 W j A■11■■■■■■■■■■■■ ■N ■ ■ ■ ■■N■ mu 1 ' 11111111111•••••••••••••••11111111111• ■m1111■m■■■ ■■ ■m ■ ■ ■m ■ ■■■11N••NNN11■m••N•m••••••■••m N■■ p mmm■■m■m■■m■■1m■■■■m■■m■11 m _ THE 14 4 ZS(go 1 mN ■ •uN• 1111 ■N ■ ••••••• i■ 1 pF c� COMMUNITY DEVELOPMENT DEPARTMENT •■mNm ■m ■■11 ■m■ ■m ■■N ■m■ u � ■■■m■■■■NN ■mmm ■■■m■■■■■■m■ ■m w�Itl� CITY OF FONTANA gmmN ■mNNm■■■■ ■■■ ■Nm■ ■ 1 " jm� �1'- ••••••••••••••••••••111•11111• mm ■ ■■ :�p ' • ■ ■ ■m ■N■ ■ ■m■m.■mm■■ ■■■ ■m m■■i■ �0e ��� •••••••••••••••••••••••••••••••• •••• i■ Ty4v�Co? 11 ■N�■■■ ■B ■■■■■ ■N■ ■dim■■ A •Ay / pO�- m■■ ■ ■■■m■■ m■ • i ] � •••••1•1111111•111111•1111111•11•=•••1111111•11• ■ l-/NZ NAP 11 Pi$ N•••••••••••••••• ■• • 1 Felipe Molinos ' �u� L!L!■�m PRINCIPAL ENGINEER FAX (909 350 -6618 LRJ■am ■NNn■i :I am;a ■iN 1__16111 N■NN■N■ ■ ■ ■ ■p■■■■■Nm■ ■N • ■ ` il11 ■ ■■■m ■N■■■■N■■ ■■■■■ ■ ■ ■ ■ ■■■■ 1111■ 8353 SIERRA AVENUE, FONTANA, CA 92335 (909) 350 -6641 1 1 ■ ■k'i ■ 11MAI ■■ ■■■■■■mmm ■ u■■i■ 1 ANIFAM■■ iRg11Tiri1■mm ■mN ■ • ■N ■mN ■ ■1III•■■■■t711"/' W NiII11E;11 ■m ■■ 111Z:cY■••••••• i■ N■N■ m■■m• ■ ■■■ ■ ■B ■li /AWi/11 WA■N ■ ■ ■ mm■■ ■ ■ ■NN ■ ■NNm■■ 1 iN ■ ■■■ ■■■ ■■ Iy■■i #Nm ■ul■■■N ■m ■■ ■ ' m■N mmm■■■mN■ ■ /AMOIN.E'llam ■ ■ ■ ■■ INHIS JWILL3M►i ■ ■N■■■■ ■m 0 ' 1111 m■nN ■■m.il/.0 mA+"�i■■■■■■Nlilmi 1V11 :2.\■ ■m ■■■■mm mm■NN ■N■■m 4"1 " =MENN i■■ ■ ■N■■ ■NN ■■■m■N■U. ■■■mm■ i■ mom ■ ■m N■Nm■ ■N■■■m mo mAun �■ ■m ■mm■mm■m m ■■■N■■■■■■■■■■ 1111 N NN ■■N ■mNNN ■ ■NN OEM ' 1 I Ire __TAI wti05 ■Nm■ mN ■ ■ ■Nm ■N ■m■ ■Nm ■■LJmm im 1 ' ■■mOriliea *111,1'SLII - __■■■■■■m■■i _l - - 7��1R`km ■ m■■ ■NN ■m ■■li N ■■ NU5M k �ri: !IG'1.i\'m■mmNm• ■ ■m ■ ■ ■ ■N MAINAV : ■11 14; .M►' : \l 0V /.' \ ■ N■■■ ■■N ■ ■ ■N ■ ■NN ■mNN ■ ■NmNNlFLC1111[0/� ■ %CNrjupsir■�L ' long■ ■ ■NmNN■■ ■m■■N�11■■■N ■P9■ ■11■ ■■mil■■ i■ 1 1 •••IIA O S!�Im ■mG111016SA ■ ■■N■■m■/%m'� ■HOPI d• ■ ■(mAIMA••∎ ■/1111■ ■ ■ ■m 1 ' ' 1 '; : 1 , inSr .A■m 011 u■m ■►1.■.►1/�%A � �nil•R= �-_•_: . 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J OB SITE • . 91. //./.0 • 111: . • MILLER • AVENUE - DETENT /ON BAS /AI - nr t �. v . • mg • 14107711LL a0t/LEViVTa • VICINITY MAP • • • • WWI • • • ■ OM IMO • • • • • • own - i. el 11 ea TABLE OF CONTENTS I. VICINITY MAP 1 PAGE a II. INTRODUCTION 1 PAGE III. HYDROLOGY CALCULATIONS 54 PAGES a) EXPLANATION (1) b) SOILS GROUP MAP (2) c) 100 YEAR - ONSITE (3 -13) d) 100 YEAR - OFFSITE, UNDEVELOPED (14 -18) e) 25 YEAR - OFFSITE, UNDEVELOPED (19 -23) f) 10 YEAR - OFFSITE, UNDEVELOPED (24 -28) g) 5 YEAR - OFFSITE, UNDEVELOPED (29 -33) h) 2 YEAR - OFFSITE, UNDEVELOPED (34 -38) i) 100 YEAR - OFFSITE, DEVELOPED (39 -42) j) 25 YEAR - OFFSITE, DEVELOPED (43 -46) k) 10 YEAR - OFFSITE, DEVELOPED (47 -50) 1) 2 YEAR - OFFSITE, DEVELOPED (51 -54) IV. CATCH BASIN CALCULATIONS 8 PAGES 11 V. DETENTION BASIN CALCULATIONS 58 PAGES �. a) EXPLANATION (1) b) FIGURE C -3 & TABLE C.1 (2,3) c) EXPLANATION (4) d) ISOHYETAL MAPS (5 -10) e) RAINFALL GRAPHS (11 -18) f) EXPLANATION (19) g) LOSS RATE CALCULATIONS (20 - 29) h) EXPLANATION /SUMMARY (30) • i) GRAPHS /OUTFLOW PIPE HYDRAULICS (31 -73) j) EXPLANATION /SUMMARY (74,75) k) HYDROGRAPH /BASIN ROUTING CALCULATIONS (76 -91) 1) BASIN EMPTYING CALCULATIONS (92) m) SPILLWAY CALCULATIONS (93) Vi. HYDRAULIC CALCULATIONS 5 PAGES a) PIPE HYDRAULICS (1 - 5) 1' 1 eak INTRODUCTION This hydrologic and hydraulic report represents a watershed area of about 127.7 acres which is located in the City of Fontana. This watershed area is bounded by Baseline Road on the north, Miller Avenue on the south, Sultana Avenue on the west, and Almeria Avenue on the east. The general drainage of this watershed is southwesterly, and for the most part drains to the Miller Basin which is located at the southeast corner of Miller Avenue and Sultana Avenue. It is assumed that the drainage north of Baseline Road drains west of the watershed area. It is also assumed that the basic roadway err system is in place with a minimum 24' of pavement and an earth ditch along both sides which can handle the drainage flows. For the purposes of this report the drainage flows in the undeveloped condition at the intersections of Miller /Sultana, and of Miller /Lime are assumed to allow 50% of the flows to turn the corner and the remaining 50% to continue south away from the watershed area. The basic theory of this report is that the developed condition flows do not exceed 90% of the undeveloped condition flows at the points of concentration mentioned above. This report will analyze 100, 25, 10, and 2 year frequency storm events for both �r conditions. The Detention Basin proposed for this project is sized and designed to take care of the entire watershed area's detention of the difference between developed and undeveloped conditions. The results of the hydrology and detention basin flow through calculations indicate that the developed condition flows do not exceed the undeveloped condition for the 100, 25, 10, and 2 year storms. 0 Yin -1- t di f�1 AM' HYDROLOGY CALCULATIONS 1 lom 11 id di ow HYDROLOGY CALCULATIONS The soil group used for this report is soil group "A" which is taken from figure C -13 of the S.B.C.F.C.D. Hydrology Manual. There are 3 hydrology studies provided for this project along with 3 hydrology maps which correspond to each one. For the developed conditions presented this report uses the residential classification with 5 dwelling units per acre. For the undeveloped conditions presented this report uses natural cover "grass" classification with a "poor" designation. The following are the 3 studies provided: ■i 1. ONSITE HYDROLOGY FOR TRACT 14042 a) 100 year study di 2. OFFSITE HYDROLOGY FOR ENTIRE WATERSHED (UNDEVELOPED CONDITION) a) 100 year study elm b) 25 year study c) 10 year study ai d) 5 year study e) 2 year study 3. OFFSITE HYDROLOGY FOR ENTIRE WATERSHED (DEVELOPED CONDITION) a) 100 year study b) 25 year study c) 10 year study d) 2 year study or rr rr . -(- ------- . • % • • - ' -• ••. • - 7: •.1.... r : • ; v**Th: "7 .,.-: " .".,--"'': - - 7 - •r-P..; - - "r• - t-.--- .f-'- -- 47 ` k.,..'•i 4 gt; 7,f ' ge • 1 ' , , t - • t• ' • t. f' ' ; ''',,, ' - •,' ' ." , 1, . i j) , r.' '''' • • •-• . 7. ' ' 0 •\.., ‘- % ." • 44••••• ? 7 lifil.::,‘"4,(4. - '‘...:.! .. SOVIKE • MAP .• . " , ••• ■ ..; . .. . • c ...... • . „.. _ ' ....7 . 4 n 'if I, \ • s ' ''' ... • '' i . 7 l.', I V ../OC' \ '44 ' 4 r ••'• • .• •` u./ ' ' . ■•• '' ; s I A .• s ." 9 ' .• -4 _,J?"; , i-s .....) ... 41,1‘',.:;:‘ k rn.:' . , A ' '.,,;„, ,' ,I,.i 1 ' ' • ;* '!. • .....1._ ., .%. , 'I t 7 t .."::Z . % 0 1 ;• 4 :;e l . 4.- ' .. '‘ - /- . '':'•''' ' " , 74:` - tiV-P.>- 7. 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SCALE I46000 :.• 4( Y OF INOICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR -2-- SOUTHWEST - A AREA 1 , ,..... , ..rr_cja,.._ um um ( ' Q h d h r o h 0 h �n w w 3 )- W ili r • ��- Will �L V l4 y u1- O Z W� Z —e�1 Q e Z • ao - 6 r F+ ai ��, 1 rD 113 - ��, E 4 N V+ 0 D ID z Ul LA N ►N Z N y N 0 0 N �n N N N M 2 V sr` M M o li : \.9 1 1 II > u u N u u p 7 S 7 7 7 W eil I," Z V o r- c op 0 0 O o Q 4) .z o o p 0 0 0 o a O o O Y = - - - ••• •� - di l0 4.1 ,0 O • d O O o O " O U u C•••• a a m .0 c- o- M N N M ,w W • s o \9 r-- ir-- a0 cA N ( O O N N 1� — — N N 4 0 a 0 C" M d lV M W a. • Li ■ < 0 J I ° - O N U1 In • OM z y O O o O - all \ � u� !- . o ° - In �n to N UN !!• ei O 5 g . . N N N u 0 00 ° r ° II - l�n M N N M M M �' M l`iM M to •� !LL' �l I _ 4- ( I ' 'I X I a1 t w. r° u.: o u% O u- u. O c N v. G '' a cn 8 u" ° 6- W N I- v V N � yJ� N V �! 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Maximum ores = 10 Acres ( � gm 900 80 cr am a H 6 „ 800 70 V boo 8 Y N 8 400 iii 60 ; _ b 300 ti 700 c k a > — t00 7 — « C 0 4.1 N E 42 loo i IS 600 a 50 o N .. so 8 a. o 0 .2 0 oa: MM 40 • we 0 35 c° f. i e 10 $ 2 P ) e a +d1 K LI . 4 �t� 11 400 30 Undeveloped 3 0 am Good Cover 2 12 a $ 350 ° 25 Undeveloped c i.o 13 ' o c Fair Cover 0 ;4 06/14 w 0 on E _ is 300 c 20 Undeveloped oCverr a o ' 3 ` 15 • s 19 =o — s 16 c on 0 0 18 t Single Family 60 17 E it J 250 ! 16 18 s Commercial 2/ 19 ••• 14 m (Paved) ° u KEY 20 Ili : 200 t- . 13 1 L- H- Tc -K -Tc' o w o 12 ` Zl 6. c it u c 25 °§ ° a. 10 PI development u ow 150 g 9 80- Apartment 6. am 75- Mobile Home 30 • ~ 8 6 - Condominium • mm l ( in • = am -5 000 ft L. v S. eD a 7 40- Single Fom y- • cre of 35 20 Single Family -1 Acre Lot in 6 10 - Single Fomily- 21/2 Acre Lot Is 100 40 EXAMPLE' e, `' (1) L= 550', H35.0', K• Single Family (5 -7 Du /AC) ill Development, Tc.12.6 min. 4 (2) L= 550', H. 5.0', K= Commercial *" Development, Ica 9.7 min. in SAN BERNARDINO COUNTY TIME OF CONCENTRATION Pm NOMOGRAPH • HYDROLOGY MANUAL FOR INITIAL SUBAREA Figure D -I u D -4 _ m il iii INSW=WEETNRWafflffliiiiiMEMIMMEN w 8.0 hOG UNI®®__ �I�� __ 7.0 Te MM®® INI1I � ®EIIME 0 UM 6.0 RANI ... = ell • NMO ®ONIENISIMMUIM BEZ NI11111®1111NMi 4.0 g Ex --�E EREE __ M ®nIgg 3 ' 0 1 " .. a -- fM-'-`:WzMiliggiWtWanr5:-W,MM I NWUMg1FRW , ..Ve.4 ,. mss ==� &.� M � o _ E� mi m ` mmwmF_�� . -� =mss 4411 � .M = s =sue =:=E (� ���� = M.... �i -. rr -� .ii ri- �r�- /NY ice — - i �ir� - i� a s . = . 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M M-- -.-- Mr- M4M-.IM-:= •. -N r.M--M Y- --- MM 1 M- -.- -N-M-N rM- .--N--N-rr e ____NMMM-- = ... M-YYY -- -M- r.-- --MMsfw M-.-N ■ = OM -1 -� --r --Y- .- .r-M.. - ..rt= Ian --N -. . ea S - N----r--- -IYMI-- MN .- . 1-r--.-- N-- ---MYN M- MOOS MOM 111111101 MOO !NMI = =_s — Via = .:. :: _r - .= _ :=Ea -M _-'. J s i = - ma=r= -' = ' . =- ::: - _ ill Q ==:rte ='ms - =m=om `�'-==-- x. = . _- _ —_ ' _ -- .� 4 _ --- .- ._. =..... �=c -� -�� . -� m �-= a�.-. -a s -- to?� : - e? ----te r.-' = : � • =-- -.. =.,�� -.a =-- 0: 0 . 4 : s=> ��a-= .te=.._. is =OE =.. -.- : .a - fte∎ * -..-......� .' =. EL �' .:w.. =. ======== �-_w w =141 Vi i= - ----- •••••∎-.. M ..ww.ww - -OO• -- i- - i rr -- - MNI -- -w- rr � .. - wM r wr--- wr. Mr -.- r- NrN r . OM =M�Z N.- =- -Mf� N ■ •� � - '--Y - «------w.n------..M.-..N= fir---.-.------.=Hr. = = w 0.3 illi . * _ m = _ ' Fig - E-- -M_ MIIIIIIIIOSIIMMIS MEM. MI 11•110111111111N IIIMIIIIIMI OEM BIM NM NM MINIAMIIIIIIMIIIIIIIIIIIIIIIINI 11 =111111111111 ••=111111111 N/NNNIIMN NNNMNM//NMNI MIN INU Y / 1MM Mw � M maim. ■ W NMPIM I NI ma Imon=aws=esimmire - M ma= MOB 111111111111•101•1101MIONNI NMI Mb. -••■ ■■•■ MI ISIONINII NM= NMI Wain MN Imo �MMMMM/ N/N �M N�rNNwYMNNMINNN/OM•N//MINMMMNN 11111MM1 IMO/MN /NM�.. -won ma INN AI al 0.1 3 4 5 6 7 8 9 10 20 30 40 50 60 70 80 90 STORM DURATION (MINUTES) DESIGN STORM FREQUENCY= boo ,YEARS ONE HOUR POINT RAINFALL = /57 INCHES - LOG -LOG SLOPE = Q 60 ii PROJECT LOCATION = Tie. /4042 - FOY'rANA ,N ill INTENSITY — DURATION SAN BERNARDINO COUNTY CURVES OM so HYDROLOGY MANUAL • CALCULATION SHEET ri/ • FIGURE D- 3 1 -7- _7 1 s TABLE C.2. Fm (in /hr) VALUES FOR TYPICAL COVER TYPES M SOIL GROUP COVER TYPE A( A B C D m NATURAL: ,w Barren 1.0 0.41 0.27 0.18 0.14 Row Crops (good) 1.0 0.59 0.41 0.29 0.22 Grass (fair) 1.0 0.82 0.56 0.40 0.31 Orchards (fair) 1.0 0.88 0.62 0.43 0.34 *■ Woodland (fair) 1.0 0.95 0.69 0.50 0.40 rrY URBAN: Residential (1 DU /AC) 0.80 0.78 0.60 0.45 0.37 Residential (2 DU /AC) 0.70 0.68 0.53 0.39 0.32 • Sj,iPntial 1111/A 0.60 • = 0.45 0.34 0.2$$ rr USED iesia ( ential 5 Do Ac) o.s5 ,Ry /NTERpat.A •e •- is 1 1 • 0.40 I. - 0.30 0.22 0.18 Condominium 0.35 0.34 0.26 0.20 0.16 Mobile Home Park 0.25 0.24 0.19 0.14 0.12 Apartments 0.20 0.19 0.15 0.11 0.09 U5E1) --- . (Commercial /Industrial 0.10 Ti 00 0.08 0.06 0.05 rr NOTES: (1) Recommended a values from Figure C -4 (2) AMC I1 assumed for all Fm values (3) CN values obtained from Figure C -3 di (4) DU /AC= dwelling unit per acre 0. -g - C -16 ,.., CSL ENGINEERING, INC. MI CIVIL ENGINEERING • SI 'HVEYI NG • LAND PLANNING NG al • 46 VW di / 1 I I / 5 I .. c ., 5 / 0 ' / o 6•5' 1.5 . 5 / / Y / / / / op IIIIIII II 0/12 k 0 A • t 0 • ! am — -- I (I ti' so ___ _ t D . ° (A. r ' 41144- e i• , 3 0 ...., ' _ i-7. -,....._ ai • 4,, 1 , 7 or ! cc N. b. di" o 1 0 ra. 7-..c. /9 -2 0.7 b "7 Z. / 94- / 5 0. r um (Yt ..te,e sw en, A ' .1- -6..--- ,9R •-' = S?, 5Z se 4 i .., i IN 7 eee.vg / 4; z 1:o 4 fir t • /".: "Z 2. r7: 4 a' .4 D/5 0. (4 .trzrer) ,es /2.3O so .... 1 is 7; RAA/ i 4 w 9. 4 2 fir 4 p_ . 7 pr 2 AO is (ru t L ...00r4r1 Ow A r: 319. G t • dis - 1 . .,. _ .N. h/ J'ref.D.04 ,lietootr 5:4'ocs8 ...sge.o/0 $.4/5 $:Z.0 • 89. S Z. 5 . 8.o 7.o /t. 0 /2...7 im 12c1.'3 0 8 • 2. / 0 . o l I, 6 / 2 ,(3 / .5 8 /8.3 ii 319. G I 20.2_ 24. 8 Z8.6 3 2. o 49. .1. I 7-- 1 la . Illi as 1/4.5Trzanirr e,:9,0oe.r.es i ... , Ch ENGINEERING INC. 1 1 4" CIVIL ENGINEERING • St'IZVEVING • LAN!) MANN I N( 5 " R/W ,". /w 2 5 f 2 5' e./61/4.) • / 5`. ` �. 5 j , 6.5 12' / IZ ' �, 4. 5 � � IS ' 5 � / 1 in iii a '� 77 61°(°31 +' o 46 0 � a 1 . 0/. 2 • RR :./ • " • • 4 • um oil Y, 7'e. ,9= 218 Fr Pr /- ter. a = o.oi IM (/s .fro sir) _ � �86 �t': d / 4 K = 8 9.5 2 fir Jr � is i irr To 47/63 + %Z �Fr� ,4 ' 1:73 fir' P= 25 pr. . = A 0 LS' a 4 = A'S 4 1 mil A/ J'=e0O4 J=O.DDr; s =e.00f3 JrD.Dio .s• 4D/s $.D.OZ iii 8'. 5Z S.7 6.9 8. 0 `t tip 12.7 fa /S¢. 9.8 /2 -0 /3.a / s.¢ /8. 2 a 1 tit • JYAP6o' &Pve.ri6s is - ia — .7 CSL ENGINEERING, INC. cnn, ENGINEERING • SURVEYING • LAND PLANNING I 5 KA,J I RAJ r I 2 C C ' 1.5 (..5 1 2.- ' (Z 6 .S 1 15 .1 1 / / / / / / / / 5' / ye II . .::•. . . . wo to o ft) id .A• \ v. Ak' \o• cv _ ___ r e ■ ., --4----32, gm al • . 4- 4 - . Z4 OP , 4,5 IR 8 " //7 N. *air .froeer) iii (ruu- A - z . / / 9 R , 50 4, 00 . H illill 7; eeo../A/ /9:: 4 8 /ai "":ZO.6 Fr (le ...(7 .... A/c 1 7 2 . 5 (e .:. • . t • to TO g/cu Fr Pz 5/. "7: /S ("F L L „forc(r) ilo - • . x_ 4 ' . . . 1 ,e ,7.40.404 4 DD 6, 3 7 0,0e3/3 ird.D 10 .1" • 40/5 $se.D2 IN i !72. 5 (:, /AI /34- / c. 4- 17.7- 2 1. 1 Z4.4- r, So4.00 3 1.'1 31. 4-5.1 5L 4- 6 / .7 7 1.3 al . 4-7.3 58 . 6 6 7. o -- 74-, ei • 1 I. - 7 /05". _ 4 . . . !i* . ...77 7 / , ir -11 - • At the junction of two or more streams, however, the estimation of the peak flow rate involves a confluence analysis of the associated runoff hydrographs (see Appendix 0. For the confluence of two streams, let Ti, Ii, Fml, A1, and Q1, be the time of concentration, rainfall intensity, area - averaged loss rate, catchment area, and peak flow rate for stream Ill while T2, 12, Fm2, A2 and Q2 correspond to oil stream 1/2. Also, let 01 be less than Q2. Finally, let T A and Q be the resulting confluence estimates for Tc, area, and peak flow rate, respectively. Then two cases are possible: yes *Case 1: T1 = T2. The runoff hydrographs must both peak at T = T1 = T2. And Q = Q1 +Q2 for a total contributing area gli of A = Al +A2. *Case 2: T1 # T2. In this case, the sum of the two runoff hydrographs s must be considered. Except in very unusual conditions, flow rates of the summed runoff hydrograph typically achieve a maximum at either T1 or T2, and the peak flow rate estimates are calculated as follows: Case 2a: T1 is less than T2. In this case, the stream with the largest Q has the longest Tc. The flow rate of the summed runoff hydrograph at-time T2 is estimated by IPMIN (1 Qp =Q2 +2 Fm 1 ) Qi (D.5) • (I -Fm dii and T = T2 (see Figure D -4). It is noted that the confluence peak Q of (0.5) equals the peak flow rate de estimated from direct use of (D.4). Additionally, the total • contributing area is A =A1 +A2. Case 2b: T1 is greater than T2. In this case, the stream with the largest Q has the shortest Tc. The flow rate of the summed runoff hydrograph at time T1 is estimated using a ratio of .r. fly D -11 — -I - — aim stream 1 effective rainfall intensities and Tc values INN corresponding to times T2 and T1 giving MI ,., Q = Q2 + (1 -Fm (T2) Qi (D.6) (1 1 -Fm and T = T2. Equation (D.6) indicates that the peak flow rate at time T2 is the result of the high peak discharge from stream 2 and the runoff contribution from a fraction of the stream 1 catchment area. or That is, a portion of the catchment tributary to stream 1 is not contributing at time T2 and, in the general case, only (T2 /T1)A1 of the stream 1 catchment area is contributing to the peak flow rate (at time T2). Consequently for .01 downstream study purposes, the "effective" catchment area +�++ corresponding to the subject peak flow rate is .. A = A2 +(T2 /T1)A1 (D.7) It is noted that in the confluence peak flow rate estimate of (D.6), the critical duration is T = T2 which corresponds to the effective catchment area of (D.7). Consequently, the peak flow rate contribution from the effective catchment '" area of stream 1 must reflect the higher rainfall intensity - corresponding to time T2 rather than time T1. Use of (D.6) ,.. results in a peak flow which equals the governing rational method peak flow rate estimate from (D.4) applied to the effective catchment area computed by (D.7). It is noted gm that the estimation of the effective catchment area is only an approximation, and shall be verified by the hydrologist. is 3- "' .- D -13 it ************************************* ° ----------- ------- ---- -- ********** ******************$******** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) m� (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4417 m Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite A25 Riverside, CA 92504 (714) 785-5122 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR HYDROLOGY - UNDEVELOPED CONDITION * * TRACT 14042 °1" * FILE # 218A * * ************************************************************************** 4.• FILE NAME: 218A.DAT TIME/DATE OF STUDY: 11:49 1/23/1991 ==============================_____==== mw USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: =_____ _____================== 161 -- *TIME - OF-CONCENTRATION MODEL*-- °.. USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5100 0= **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW = 510.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 75.20 on ELEVATION DIFFERENCE(FEET) = 10.90 TC(MIN.) = .525*[( 510.00** 3.00)/( 10.90)]** .20 = 13.716 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.660 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 k� SUBAREA RUNOFF(CFS) = 26.62 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 26.62 on **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 5 ________________ 6 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<(<<< --/\� >>>>>TRAVEL TIME THRU SUBAREA<<<<< ` � UPSTREAM NODE ELEVATION(FEET) = 75.20 w� DOWNSTREAM NODE ELEVATION(FEET) = 50.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 1690.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR - 5.000 gm, MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 0� CHANNEL FLOW THRU SUBAREA(CFS) FLOW VELOCITY(FEET/SEC.) = 4.09 FLOW DEPTH(FEET) = 1.14 TRAVEL TIME(MIN.) = 6.88 TC(MIN.) = 20.60 * FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 Ai------------------------ ------ ---------___________________________ >>> OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 0 100 YEAR RAINFALL INTENSITY( INCH/HOUR) = 2.868 SOIL CLASSIFICATION IS "A" 44 , NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm( INCH/HR) = .4100 SUBAREA AREA(ACRES) = 30.90 SUBAREA RUNOFF(CFS) = 68.36 m� EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH/HR) = .410 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 88.49 TC(MIN) = 20.60 ** ************************************************************************** op, FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVEL TIME THRU SUBAREA<<<<< wm UPSTREAM NODE ELEVATION(FEET) = 50.00 DOWNSTREAM NODE ELEVATION(FEET) = 24.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1320.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 88.49 FLOW VELOCITY(FEET/SEC.) = 6.14 FLOW DEPTH(FEET) = 1.70 TRAVEL TIME(MIN.) = 3.58 TC(MIN.) = 24.18 sus ************************“*************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 4000 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - ----------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.605 SOIL CLASSIFICATION IS "A" 0 NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm( INCH/HR) = .4100 SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 15.21 V� EFFECTIVE AREA(ACRES) = 47.70 AVERAGED Fm(INCH/HR) = . 410 TOTAL AREA(ACRES) = 47.70 PEAK FLOW RATE(CFS) = 94.23 TC(MIN) = 24.18 ' **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 _____ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ... _______ = �===� = =====_==========________==========_========= - =_= mm USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 24.18 RAINFALL INTENSITY(INCH/HR) = 7'A0 ^ / --=` TOTAL AREA(ACRES) = 47.70 PEAK FLOW RATE(CFS) = 47.11 A VERAGED LOSS RATE, Fm(INCH/HR) = e'20 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. 4111 **** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 5 : TRAPEZOIDAL-CHANNEL FLOW >>>>>TRAVEL TIME THRU SUBAREA< 1111 UPSTREAM NODE ELEVATION(FEET) = 24.00 DOWNSTREAM NODE ELEVATION(FEET) = 20.70 !gm CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL BASE(FEET) = 00 "Z" FACTOR 5 000 . = ~ MANNING 'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SU8AREA(CFS) = 47.11 FLOW VELOCITY(FEET/SEC.) = 3.16 FLOW DEPTH(FEET) = 1.73 N� TRAVEL TIME(MIN.) = 3.49 TC(MIN. ) = 27.67 gig ********************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW*. di =========_______==========================================_================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.403 SOIL CLASSIFICATION IS "A" di NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm( INCH/HR) = .4100 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 21.52 EFFECTIVE AREA(ACRES) = 35.85 AVERAGED Fm( INCH/HR) = .417 TOTAL AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) = 64.08 TC(MIN) = 27.67 �� ***************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 >>> >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.67 RAINFALL INTENSITY( INCH/HR) = 2.40 AVERAGED Fm(INCH/HR) = .42 EFFECTIVE STREAM AREA(ACRES) = 35.85 TOTAL STREAM AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.08 ******* FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 2 N� > >>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS NATURAL POOR COVER TC - K*[(LENGTH** 3.0O>/(ELEVATION CHANGE)]** .20 ^ INITIAL SUBAREA FLOW = 600.00 UPSTREAM ELEVATION(FEET) = 76.00 DOWNSTREAM ELEVATION(FEET) = 62.60 ~_//� _ N� E LEVATION DIFFERENCE(FEET) = 13.40 ' ^~ Tr'wrm = /oo ^^`,, 4.5 w. SF CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA RUNOFF(CFS) = 28.16 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 28.16 *** ************************************************************************* FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 18 CODE = 5 m� ---------------------- >>> >>COMPUTE TRAPEZOIDAL-CHANNEL FLOW >>>>>TRAVEL TIME THRU SUBAREA< UPSTREAM NODE ELEVATION(FEET) = 62.60 DOWNSTREAM NODE ELEVATION(FEET) = 38.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1450.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 28.16 FLOW VELOCITY(FEET/SEC.) = 4.33 FLOW DEPTH(FEET) = 1.14 mi ^ TRAVEL TIME(MIN.) = 5.58 TC(MIN.) = 20.09 � **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 .‘e as >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<< --- -=======----------- 100 YEAR RAINFALL INTENSITY( INCH/HOUR) = 2.911 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm( INCH/HR) - .4100 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 67.53 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm( INCH/HR) = .410 TOTAL AREA(ACRES) = 40.00 ~~ PEAK FLOW RATE(CFS) = 90.04 TC(MIN) = 20.09 u. ************************ mg FLOW PROCESS FROM NODE 35.00 TO NODE 45.00 IS CODE = 5 ________-___________________ ::>.:::COMPUTE TRAPEZOIDAL-CHANNEL FLOW<< m• 1" TIME THPU SUBAREA/</ UPSTREAM NODE ELEVATION(FEET) = 38.60 DOWNSTREAM NODE ELEVATION(FEET) = 18.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1320.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 90.04 FLOW VELOCITY(FEET/SEC.) = 5.63 FLOW DEPTH(FEET) = 1.79 w� TRAVEL TIME(MIN. ) = 3.91 TC(MIN.) = 24.00 111 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 N� ---------------- --------- _________ _______________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW << 100 YEAR RAINFALL INTENSITY( INCH/HOUR) = 2.617 SOIL CLASSIFICATION 18 "A" Pia ^ NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm( INCH/HR) = .4100 SUBAREA AREA(ACRES) = 28.00 SUBAREA RUNOFF(CFS) = 55 ^ 61 ^ EFFECTIVE AREA(ACRES) = 68.00 �-7 AVERAGED Fm(INCH/HR) = .410 ~^ `- am PEAK FLOW RATE(CFS) = 135.04 TC(MIN) = 24.00 II °w **4**************4*********************** A FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 ------------------ _----------------------- _---- -------- _ -------------------- m4 USER SPECIFIED HYDROLOGY INFORMATION AT NODE di USER-SPECIFIED VALUES ARE AS FOLLOWS: WO TC(MIN.) = 24.00 RAINFALL INTENSITY(INCH/HR) = 2.62 EFFECTIVE AREA(ACRES) = 34.00 II TOTAL AREA(ACRES) = 68.00 PEAK FLOW RATE(CFS) = 47.52 AVERAGED LOSS RATE, Fm(INCH/HR) = .420 =* NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL «I CONFLUENCE ANALYSES. Mk **************************************************************************** al FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 1 _________________________________________________ __________________________ °m >>>>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE. MI >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<< ======= __ =M TOTAL NUMBER OF STREAMS = 2 �� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 24.00 ~� RAINFALL INTENSITY(INCH/HR) = 2.62 AVERAGED Fm(INCH/HR) = .42 am EFFECTIVE STREAM AREA(ACRES) = 34.00 TOTAL STREAM AREA(ACRES) = 68.00 ~~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.52 mm RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~~ CONFLUENCE FORMULA USED FOR 2 STREAMS. am ** PEAK FLOW RATE TABLE ** _~ Q(CFS) Tc(MIN.> Fm(INCH/HR) Ae(ACRES) 1 125.02 27.67 .418 69.85 NO 2 129.10 24.00 .418 65.10 °MR COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: mii PEAK FLOW RATE(CFS) = 129.10 Tc(MIN.) = 24.000 EFFECTIVE AREA(ACRES) = 65.10 AVERAGED Fm(INCH/HR) = .42 *Mil T OTAL AREA(ACRES) = 127.70 ------ ____ ____-=======-== III END OF STUDY SUMMARY: == TOTAL AREA(ACRES) = 127.70 TC(MIN.) = 24 .0 0 !al � E FFECTIVE AREA = 65.10 AVERAGED Fm(INCH'H)= .42 Si PEAK FLOW RATE(CFS) = 129.10 * PEAK FLOW RATE TABLE *** IS Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) ill 1 125 27.67 .418 69.85 2 129.10 24.00 .418 45.10 ===================================================== m II END OF RATIONAL METHOD ANALYSIS =m ii aim im --/�~- '^^ - 41" �3ii',a** * --- * di RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) -� (c) Copyright 1983 89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4417 =0 Analysis prepared by: sig CSL Engineering, Inc. 2900 Adams Stret, Suite A25 0. Riv CA 92504 (714) 785-5122 ************************** DESCRIPTION OF STUDY ************************** * 25 YEAR HYDROLOGY - UNDEVELOPED CONDITION * "d * TRACT 14042 * * FILE # 2188 �" * ************************************************************************** FILE NAME: 218B.DAT TIME/DATE OF STUDY: 13:56 1/23/1991 = es USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME - OF - CONCENTRATION MODEL*-- * USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE( INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* ^ �• SLOPE OF INTENSITY DURATION CURVE = .6000 ter USER SPECIFIED 1-HOUR INTENSITY( INCH/HOUR) = 1.1900 **************************************************************************** °- FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2 __-______ ------ ------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 0. NATURAL POOR COVER Ng TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW = 510.00 UPSTREAM ELEVATION(FEET) = 86.10 U� DOWNSTREAM ELEVATION(FEET) = 75.20 ELEVATION DIFFERENCE(FEET) = 10.90 TC(MIN.) = .525*[( 510.00** 3.00)/( 10.90)]** .20 = 13.716 25 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.885 SOIL CLASSIFICATION IS ''A" NATURAL POOR COVER ''BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA RU NOFF(CFS) = 20.27 di TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 20.27 UPI **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 5 _____________________________________________________ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVEL TIME THRU SUBAREA<<<(< DOWNSTREAM NOIE ELEVATION( ^ FEET) = 50 00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1690.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 mom CHANNEL FLOW THRU SUBAREA(CFS) = 20.27 FLOW VELOCITY(FEET/SEC. ) = 3.85 FLOW DEPTH(FEET) = 1.03 TRAVEL TIME(MIN.) = 7.32 TC(MIN.) = 21.03 �sm **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 __________________________________ _ _____ or >>> OF SUBAREA TO MAINLINE PEAK FLOW<<<<< IPA 25 YEAR RAINFALL INTENSITY( INCH/HOUR) = 2.232 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA AREA(ACRES) = 30.90 SUBAREA RUNOFF(CFS) = 50.67 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm( INCH/HR) = .410 TOTAL AREA(ACRES) = 40.00 smm PEAK FLOW RATE(CFS) = 65.59 di TC(MIN) = 21.03 ********************************* FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS C"oF 9 ��� ' -------- ::: TRAPEZOIDAL-CHANNEL FLOW ------ >>>> TIME THRU SUBAREA ====== _____===_____=______=========_______================= - UPSTREAM NODE ELEVATION(FEET) = 50.00 DOWNSTREAM NODE ELEVATION(FEET) = 24.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1320.00 ~~ CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA (CFS) = 65.59 FLOW VELOCITY(FEET/SEC. ) = 5.72 FLOW DEPTH(FEET) = 1.51 TRAVEL TIME(MIN.) = 3.85 TC(MIN.) = 24.88 la **************************************************************************** wm FLOW PROCESS FROM NODE 40.00TO NODE 40.00IS CODE = ___8____________ OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 25 YEAR RAINFALL INTENSITY( INCH/HOUR) = 2.018 SOIL CLASSIFICATION IS "A" mom NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 0 SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 11.14 EFFECTIVE AREA(ACRES) = 47.70 mom AVERAGED Fm( INCH/HR) = .410 TOTAL AREA(ACRES) = 47,70 PEAK FLOW RATE(CFS) = 69 TC(MIN) = 24.88 0 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 - R SPECIFIED HYDROLOGY INFORMATION AT NODE <<<< USER VALUES ARE AS FOLLOWS1 N� TC(MIN.) = 24.88 RAINFALL INTENSIT I NCH/HR) = 2.02 ~43°-- EFFECTIVE AREA(ACRES) = 23.85 AVERASED LOSS RATE, Fm(INCH/HR) NDTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. .04 1111 ******************** * * ***************************************** ************* FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 5 __ _ _____________________ >>>>> COMPUTE TRAPEZOIDAL-CHANNEL FLOW «� >>>>> TRAVEL TIME THRU SUBAREA �� UPSTREAM NODE ELEVATION(FEET) = 24.00 mi DOWNSTREAM NODE ELEVATION(FEET) = 20. CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 • CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 w� MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 34.52 FLOW VELOCITY(FEET/SEC. ) - 2.89 FLOW DEPTH(FEET) = 1.54 TRAVEL TIME(MIN.) = 3.80 TC(MIN.) = 28.68 4.1 **************************************************************************** ms FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 ~� >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<< --------------- _ ___==== �w 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.853 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 15.58 EFFECTIVE AREA(ACRES) = 35.85 AVERAGED Fm( INCH/HR) = .410 or TOTAL AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) = 46.56 TC(MIN) = 28.68 ************************************************************* FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 in ---------------------- -------------------------_______________________ >>>>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~� _______=___ ___=====================______==================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE or TIME OF CONCENTRATION(MIN. ) = 28.68 RAINFALL INTENSITY(INCH/HR) = 1.85 AVERAGED Fm( INCH/HR) = .41 EFFECTIVE STREAM AREA(ACRES) = 35.85 moi TOTAL STREAM AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.56 mw � � **************************************************************************** °� FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 18 CODE = 2 " ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS NATURAL POOR COVER TC = '*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) - 600.00 UPSTREAM ELEVATION(FEET) = 76.00 P. DOWNSTREAM ELEVATION(FEET) = 62.60 ELEVATION DIFFERENCE(FEET) = 13.40 TC(MIN. ) = .525*[ ( 600.00** 3.00)/( 13.40) ]** .20 = 14.509 25 YEAR RAINFALL ?NTFNqTTv/ rmrp/I oult__ -!_kl..J,_IriL, 1".:' In 1 NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 I SUBAREA RUNOFF(CFS) = 21.41 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 21 ^ 41 ( 1 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 5 I >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<< >>>>>TRAVEL TIME THRU SUBAREA<<<<< | --- _ - ___=== UPSTREAM NODE ELEVATION(FEET) = 62.60 I DOWNSTREAM NODE ELEVATION(FEET) = 38.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1450 ^ 00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 I MNNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 21.41 FLOW VELOCITY(FEET/SEC.) = 4.07 FLOW DEPTH(FEET) = 1.03 N� TRAVEL TIME(MIN.) = 5.94 TC(MIN.) = 20.45 �� -- **************************************************************************** ^ I FLOW PROCESS FROM NODE 35.00 TO NODE 35 00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I -------- -___ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.270 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 I SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 50.22 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH/HR) = .410 I TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 66.96 TC(MIN) = 20.45 **************************************************************************** I FLOW PROCESS FROM NODE 35.00 TO NODE 45.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVEL TIME THRU SUBAREA<<<<< @� ----- - -- - - - __ ________ - UPSTREAM NODE ELEVATION(FEET) = 38.60 DOWNSTREAM NODE ELEVATION(FEET) = 18.10 I ~ CHANNEL LENGTH THRU SUBAREA(FEET) = 1320 00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNIN8'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 66.96 I FLOW VELOCITY(FEET/SEC.) = 5.24 FLOW DEPTH(FEET) = 1.60 TRAVEL TIME(MIN.) = 4.20 TC(MIN.) = 24.65 I ************** ************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 1 --------------- -------------- �� >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< = __ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.029 N� SOIL CLASSIFICATION IS "A" n� NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm( INCH/HR) = .4100 SUBAREA AREA(ACRES) = 28.00 SUBAREA RUNOFF(CFS) = 40.81 I EFFECTIVE AREA(ACRES) = 68 . 00 AVERAGED Fm( INCH/HR) = .410 -Z2-- TOTAL AREA(ACRES) = 68.00 � / ( T ` . C(MIN) = 24.65 � II **************************************************************************** II FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 >> >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<< ! == ----- ------ I USER-SPECIFIED VALUES ARE AS FOLLOW8: TC(MIN. ) = 24.65 RAINFALL INTENSITY( INCH/HR) = 2.03 EFFECTIVE AREA(ACRES) = 34.00 TOTAL AREA(ACRES) = 68.00 PEAK FLOW RATE(CFS) = 49.56 II AVERAGED LOSS RATE, Fm( INCH/HR) = .410 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. II **************************************************************************** II FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 1 )):...DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< > COMPUTE VARIOUS CONFLUENCED STREAM VALUES: : I _ _= _ _____ _======___ _ _ = TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE I TIME OF CONCENTRATION(MIN. ) = 24.65 RAINFALL INTENSITY(INCH/HR) = 2.03 | AVERAGED Fm(INCH/HR) = .41 EFFECTIVE STREAM AREA(ACRES) = 34.00 1 TOTAL STREAM AREA(ACRES) = 68.00 | PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.56 NI RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. N� ** PEAK FLOW RATE TABLE ** �� Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) ^ e 1 90.72 28.68 .410 69.85 2 94.46 24.65 .410 64.81 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.46 Tc(MIN.) = 24.650 I EFFECTIVE AREA(ACRES) = 64.81 AVERAGED Fm(INCH/HR) = .41 TOTAL AREA(ACRES) = 127.70 .- ----===== -- I END OF 8TUDY SUMMARY: TOTAL AREA(ACRES) = 127.70 TC(MIN.) = 24.65 EFFECTIVE AREA(ACRES) = 64.81 AVERAGED Fm(INCH/HR)= .41 PEAK FLOW RATE(CFS) = 94.46 I *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 90.72 28.68 .410 69.85 �� 2 94.46 24.65 410 64 81 �� . . . -------- ----------------=====-------=====- - _=== II _- __________________=_____ __=====__________________ END OF RATIONAL METHOD ANALYSIS ' 1 �� } _~��~�__ II �= I �V*1 ** ***7****** **4Ill 8� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE — (Reference: 1986 SAN BERNARDINO CO ~ HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4417 Analysis prepared by: 11 CSL Engineering, Inc. 2900 Adams Street, Suite A25 Riverside, CA 92504 N� (714) 785-5122 ************************** DESCRIPTION OF STUDY ************************** I * 10 YEAR HYDROLOGY - UNDEVELOPED CONDITION * * TRACT 14042 * } * FILE # 218C * ************************************************************************** � ~~ FILE NAME: 218C.DAT TIME/DATE OF STUDY: 12:21 1/24/1991 II ___ _ _ _ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ______________= -- *TIME - OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 I SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* li SLOPE OF INTENSITY DURATION CURVE = ^ 6000 USER SPECIFIED 1-HOUR INTENSITY( INCH/HOUR) = 1.0000 1 �� **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==__ _ _ NATURAL POOR COVER � I TC = K*[ (LENGTH** 3.00)/(ELEVATION CHANGE) 3** .20 INITIAL SUBAREA FLOW = 510.00 UPSTREAM ELEVATION(FEET) = 86.10 I DOWNSTREAM ELEVATION(FEET) = 75.20 ELEVATION DIFFERENCE(FEET) = 10.90 TC(MIN.) = .525*[( 510.00** 3.00)/( 10.90)]** .20 = 13.716 10 YEAR RAINFALL INTENSITY( INCH/HOUR) = 2.424 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA RUNOFF(CFS) = 16.50 ' TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 16.50 **************************************************************************** — FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ��� ._ I >>>>>TRAVEL TIME THRU SUBAREA<<<<< ~-�~�r _________ =====________=== __ ` m � , "� ,� 1 .. "�� `- . z ��`. ��./ - /,- ` DOWNSTREAM NODE ELEVATION(FEET) = 50.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1690.00 I CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 16.50 I FLOW VELOCITY(FEET/SEC.) = 3.60 FLOW DEPTH(FEET) = .96 TRAVEL TIME(MIN.) = 7.83 TC(MIN.) = 21.54 I ********** ****************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 II >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ==__ _ __ = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.849 N� SOIL CLASSIFICATION IS "A" �� NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA AREA(ACRES) = 30.90 SUBAREA RUNOFF(CFS) = 40.02 I EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH/HR) = .410 , TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 51.80 N� TC(MIN) = 21.54 �� �� **************************************************************************** °� FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< N� >>>>>TRAVEL TIME THRU SUBAREA<<<<< I ' UPSTREAM NODE EVATION(FEET) = 50.00 DOWNSTREAM NODE ELEVATION(FEET) = 24.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1320.00 � CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 I MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 51.80 FLOW VELOCITY(FEET/SEC.) = 5.40 FLOW DEPTH(FEET) = 1.38 II TRAVEL TIME(MIN.) = 4.07 TC(MIN.) = 25.61 11 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I I == _____ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.666 ----- ` SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 I SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 8.71 EFFECTIVE AREA(ACRES) = 47.70 AVERAGED Fm(INCH/HR) = .410 N� TOTAL AREA(ACRES) = 47.70 �� PEAK FLOW RATE(CFS) = 53.94 TC(MIN) = 25.61 �� ' �� **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ___ _______=_________=______________ _________===__________ __ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 25.61 RAINFALL INTENSITY(INCH/HR) = 1.67 -25- EFFECTIVE AREA(ACRES) = 23.85 l ~ .'' AVERAGED LOSS RATE, Fm(INCH/HR) = .411 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL I CONFLUENCE ANALYSES. **************************************************************************** � - FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 5 N� > >>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW m� > >>>>TRAVEL TIME THRU SUBAREA<<<<< ======== UPSTREAM NODE ELEVATION(FEET) = 24.00 II DOWNSTREAM NODE ELEVATION(FEET) = 20.70 ] CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 N� MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 26.97 FLOW VELOCITY(FEET/SEC.) = 2.69 FLOW DEPTH(FEET) = 1.42 TRAVEL TIME(MIN.) = 4.08 TC(MIN.) = 29 11 *********************************************M**************************** N� FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 29.69 l RAINFALL INTENSITY(INCH/HR) = 1.53 AVERAGED Fm(INCH/HR) = .41 EFFECTIVE STREAM AREA(ACRES) = 23.85 I TOTAL STREAM AREA(ACRES) = 47.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.97 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 2 @� ---- - --- ------- - - ( N� > METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL POOR COVER 8� TC = K*[ (LE *[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 ~~ INITIAL SUBAREA FLOW = 600.00 UPSTREAM ELEVATION(FEET) = 76.00 DOWNSTREAM ELEVA. ION(FEET) = 62.60 I ELEVATION DIFFERENCE(FEET) = 13.40 TC(MIN.) = .525*[( 600.00** 3.00)/( 13.40)]** .20 = 14.509 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.344 I SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA RUNOFF(CFS) = 17.40 ^ { I . TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 17 40 ************************************.**************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 5 > :::::::COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ::: TIME THRU SUBAREA =====__________ UPSTREAM NODE ELEVATION(FEET) = 62.60 DOWNSTREAM NODE ELEVATION(FEET) = � 8.60 ~~��^�°� 111 - CHANNEL LENGTH THRU SUBAREA(FEET) = 1450.00 CHANNEL BASE(FEET) = '00 "7" F4rrnp = 000 .,,`.,^.,. ~ . .`..... .... ..�J . ��., ! CHANNEL FLOW THRU SUBAREA(CFS) = 17.40 FLOW VELOCITY(FEET/SEC.) = 3.80 FLOW DEPTH(FEET) = .96 I TRVEL TIME(MIN.) = 6.37 TC(MIN.) = 20.87 I **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 � >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1 --- - - - -------- ----- ---- ------ | 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.884 SOIL CLASSIFICATION IS "A" N� NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm( INCH/HR) = .4100 �� , SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 39.80 , EFFECTIVE AREA(ACRES) = 40.00 I AVERAGED Fm( INCH/HR) = .410 TOTAL AREA(ACRES) = 40.00 � PEAK FLOW RATE(CFS) = 53.07 1 TC(MIN) = 20.87 ! ***********.*************************************************************** N� FLOW PROCESS FROM NODE 35.00 TO NODE 45.00 IS CODE = 5 Ill , >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< 11 >>>>>TRAVEL TIME THRU SUBAREA<<<<< - -------- ---- -----=========- - - == i UPSTREAM NODE ELEVATION(FEET) = 38.60 DOWNSTREAM NODE ELEVATION(FEET) = 18.10 I CHANNEL LENGTH THRU SUBAREA(FEET) = 1320.00 \ CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 ' MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 I CHAWNEL FLOW THRU SUBAREA(CFS) = 53.07 FLOW VELOCITY(FEET/SEC.) = 5.02 FLOW DEPTH(FEET) = 1.45 TRAVEL TIME(MIN.) = 4.38 TC(MIN.) = 25.25 ' , **************************************************************************** 11 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< = N� 10 YEAR RAINFALL INTENSITY( INCH/HOUR) = 1.681 �� ~~ SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA AREA(ACRES) = 28.00 SUBAREA RUNOFF(CFS) = 32.02 1 EFFECTIVE AREA(ACRES) = 68.00 AVERAGED Fm(INCH/HR) = .410 TOTAL AREA(ACRES) = 68.00 I PEAK FLOW RATE(CFS) = 77.77 TC(MIN) = 25.25 I **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 7 1 ' N� >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< �___ _________________________ -____===__ _______== USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN ) = 25 25 RAINFALL INTENSITY( INCH/HR | = 1 8 . . ' .� EFFECTIVE AREA(ACRES) = 34.00 • TOTAL AREA(ACRES) = 68.00 PEAK FLOW RATE(CFS) = 38.89 -27^ AVERAGED LOSS RATE, Fm(INCH/HR) = .410 II NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. �MM ********4*** �** ******************** ** ****************** ********************* I FLOW PROCESS FROM NODE 45.00 TO NODE 50.00 IS CODE = 1 ________________ _______ ___________________ _________________ ___________________ > >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ___======_______=========================_____= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 25.25 RAINFALL INTENSITY(INCH/HR) = 1.68 AVERAGED Fm(INCH/HR) = .41 II EFFECTIVE STREAM AREA(ACRES) = 34.00 TOTAL STREAM AREA(ACRES) = 68.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.89 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 ** PEAK FLOW RATE TABLE ** | Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 61.09 29.69 .410 57.85 I 2 6503 2525 .410 5428 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: G PEAK FLOW RATE(CFS) = 6503 Tc(MIN) = 25250 EFFECTIVE AREA(ACRES) = 54.28 AVERAGED Fm(INCH/HR) = .41 TOTAL AREA(ACRES) = 115.70 11 ==== END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 115.70 TC(MIN.) = 25.25 EFFECTIVE AREA(ACRES) = 54.28 AVERAGED Fm(INCH/HR)= .41 L P�AK FLOW RATE(CFS) = 65.03 *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) in 1 61.09 29.69 .410 57.85 I 2 65.03 25.25 .410 54.28 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - E N D OF RATIONAL METHOD ANALYSIS li 1 1 1 1 i ' _'���._ 1 �°�� __-____ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) I (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4417 N� Analysis prepared by: �� CSL Engineering, Inc. 1 2900 Adams Street, Suite A25 �� = Riverside, CA 92504 (714) 785-5122 1 �� ************************** DESCRIPTION OF STUDY ************************** * 5 YEAR HYDROLOGY - UNDEVELOPED CONDITION * * TRACT 14042 * N� * FILE # 218D * ************************************************************************** I FILE NAME: 218DDAT TIME/DATE OF STUDY: 12:35 1/24/1991 • . USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: �� --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 5.00 ' SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = .8700 *******************************************************$******************** � FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2 1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< __ NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 75.20 N� ELEVATION DIFFERENCE(FEET) = 10.90 �� "� TC(MIN.) = .525*[ ( 510.00** 3.00)/( 10.90)7** .20 = 13.716 5 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.109 SOIL CLASSIFICATION IS "A" I NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA RUNOFF(CFS) = 13.91 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 13.91 **************************************************************************** I FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 5 - ------- ----------------- --------------- >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< �� � ~ ```r,,- `1 ."- `.```- -""in"L-.` ===== UPSTREAM NODE ELEVATION(FEET) = 75.20 I DOWNSTREAM NODE ELEVATION(FEET) = 50.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1690.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 N� MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 �� CHANNEL FLOW THRU SUBAREA(CFS) = 13.91 FLOW VELOCITY(FEET/SEC.) = 3.46 FLOW DEPTH(FEET) = .90 TRAVEL TIME(MIN.) = 8.13 TC(MIN.) = 21.85 **************************************************************************** 1 III FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< N� ===------=------- ---------=-- ------- ------- ---== 5 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.595 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 I SUBAREA AREA(ACRES) = 30.90 SUBAREA RUNOFF(CFS) = 32.95 EFFECTIVE AREA(ACRES) = 40.00 AVERAGED Fm(INCH/HR) = .410 I TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 42.66 TC(MIN) = 21.85 i **************************************************************************** li FLOW PROCESS FROM NODE 30°00 TO NODE 40.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW <<<<< >>>>>TRAVEL TIME THRU SUBAREA <<<< 0� ======-- - -=-- - ----=--- - - �� UPSTREAM NODE ELEVATION(FEET) = 50.00 DOWNSTREAM NODE ELEVATION(FEET) = 24.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1320.00 I CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 42.66 g FLOW VELOCITY(FEET/SEC. ) = 5.10 FLOW DEPTH(FEET) = 1.29 TRAVEL TIME(MIN.) = 4.31 TC(MIN.) = 26.16 I 4-*************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 NI >>>> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<< ---- __ _____ ______ _______ _______=======__ ___ 5 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.432 I SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 SUBAREA AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = 7.08 II EFFECTIVE AREA(ACRES) = 47.70 AVERAGED Fm(INCH/HR) = .410 TOTAL AREA(ACRES) = 47.70 PEAK FLOW RATE(CFS) = 43.86 ' I TC(MIN) = 26.16 �� * ** ************************************************************************* �� ~~ FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 ------------ ---------- --------------------------------------- >>>>'USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1 _____= _ _======_____===========_============== _-~��~~ USER-SPECIFIED VALUES ARE AS FOLLOWS: � EFFECTIVE AREA(ACRES) = 23.85 TOTAL AREA(ACRES) = 47.70 PEAK FLOW RATE(CFS) = 21.93 I VERGED LOSS RATE, Fm(INCH/HR) = .410 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** I FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW'<<<< >>>>>TRAVEL TIME THRU SUBAREA<<<<< N� ===--------- ---=------ -- ----====== =---- -------=------- UPSTREAM NODE ELEVATION(FEET) = 24.00 DOWNSTREAM NODE ELEVATION(FEET) = 20.70 Q� CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 ~~ CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 21.93 I FLOW VELOCITY(FEET/SEC.) = 2.59 FLOW DEPTH(FEET) = 1.30 TRAVEL TIME(MIN.) = 4.24 TC(MIN.) = 30.40 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 N� --- - ------- - -------------- .'.';',DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 30.40 RAINFALL INTENSITY(INCH/HR) = 1.31 I AVERAGED Fm(INCH/HR) = .41 EFFECTIVE STREAM AREA(ACRES) = 23.85 TOTAL STREAM AREA(ACRES) = 47.70 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.93 **************************************************************************** N� FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS,<<<< I -- NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 I UPSTREAM ELEVATION(FEET) = 76.00 DOWNSTREAM ELEVATION(FEET) = 62.60 ELEVATION DIFFERENCE(FEET) = 13.40 I TC(MIN. ) = .525*[ ( 600.00** 3.00)/( 13.40)]** .20 = 14.509 5 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.039 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) = .4100 I SUBAREA RUNOFF(CFS) = 14.66 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 14.66 -- **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 35.00 IS CODE = 5 N� ---------- - ----- ---- ----------- ---�----- >>>>> COMPUTE TRAPEZOIDAL-CHANNEL FLOW. <<<< >>>>:TRAVEL TIME THRU SUBAREA<<<<< 1 UPSTREAM NODE ELEVATION(FEET) = 62.60 _.31_- nnumqTpraw mnnr P/ Poa'rrnm/FPFT) = An 0Tt^ = (8H/H3NI)md 'AIWA 6601 O3St83A0 t9^T2 = (SJ3)31k MOld 'AVA6 00^89 = (SA83V)VAUV 7V1O1 00^t2 = (SA83V)V2. 3A1133AAA N� ~~ ��^T = (8H/H3NI)AlISNAlNI 1 6�`�3 = (^NIW)01 -- :SMO110J St) A8t/ S3DivA O3IJI336S-83SD >>>>>3OON lV NOI1VW8OANI A90108OAH O3IAI336S 83SO<<<{< L = :moo SI 00~gt AOON 01 00`gt AOON WO8J SSA3086 MO **************************************************************************** I 6L^g3 = (NIW)31 II 83^29 = (SAO)31V 8 MO )1VA6 00^89 = (ST8TI)VA8/ - lV101 OTt~ = (8H/HONI )md OASV83AV U� 00^89 = (ST8OV)VA8t/ 3AI133JJA ~~ 90^93 = (SJ3)JJONO8 v38o8OS 00^83 = (S33V)Va8V va8v8nS 00Tt^ = (8H/H3NI >md ^ 31V8 SSO1 kn8v8OS "Na88t^8" 83A03 8006 iv8OlvN "t/" SI NOIl\/3IAISSV13 1I0S ttt^T = (aOOH/H3NI)AlISN3lNI 11VJNIV8 8VAA. g __________=====______ ______=== , >>>>>M01J )1VA6 ANI1NIt/W 01 v3 JO 8 = 30O3 SI 00~gt 3OON 01 00^gt AOON 1.1O8J SS33086 MOlj **************************************************************************** �� �� �� 6.L^g3 = (^NIW)31 99^t = 13AV8l 92^T = (1.33J)H163a MO1J 2L^t = ( ^33S/l33J)AlI3O13A MO1A 01 38^2� = (SJJ)Va8V8OS O8Hl MOlj lANNVH3 00^2 = (133J)H163O WOWInW 020^ = 80l3VJ S.BNINNt/W 000^g = 8013VJ "Z" 00` = (133J)3SV8 lANNVH3 0� �� 00^032T = (133J)VA8d8OS O8Hl H18N31 lANNVH3 0T^8T = (133J)NOIlVA313 AOON Wv381SNMOO 09`82 = (1.33J)NOIl1A313 AOON WV381S6O = == -=====- - ------=== m� >>>>>kmv8OS O8H1 31A1I1 13A1<<<<< >>>>>M01J lANNVH3-1VOIOZA6W81 3lO6WO3<<<<< g = 3O03 SI 00^gt mON 01 00^g2 AOON WOJA SS330U6 MO1J **************************************************************************** 2T^TZ = (NIW)31 38^2t = (SJ3)31V8 M01.3 AVA6 00^0t = (S383V)V38V 1V101 11 0Tt^ = (8H/H3NI)mA O3BW8AAV 00^0t = (SAU3V)V38V 3AI133JJA L.8^32 = (Sd3)ddONO8 v3 00^02 = (ST83t/)V3ed v38v8OS N� ^ �� 00Tt^ = (8H/H3NI)mJ �l�8 SSO1 t�8v8OS "NA88V8" 8AAO3 WO6 w8Oltm "Id" SI NOI1V3IJISSV13 1I0S L39~T = (8OOH/HJNI)AlISNA1NI 11VJNIW8 8V31/4 g ----- - _- ___=====-- -=---- --- - --== II >>>>>M01A NVA6 ANI1NIVW 01 v38v8OS JO NOIlIOOv<<<<< 8 = 3O03 SI 00^g2 3OON O1 00^g2 AOON WO8J SS33O8d MOld NI **************************************************************************** 2T = ( ^NIW)3l 39^9 = ( ^NIW>AWIl 13AV8 �� l w� 06^ = (133A)H163O MO1J g9^2 = (^33S/133J)A1I3013A MO1A 99^ = (Sd3)t/3t/8OS O8Hl MO1J lANNVH3 00^2 = (133A)Hl6AO WOWIXvW 020~ = E0l3�� S.8NINNVW II 000^g = 8Ol3VJ "Z" 00^ = (133A)ASV8 13NNVH3 • 1 1 1 1 1 1 11 SISA1VNV aoH131.1 1VNOIIV AO. CIN3 - ------- -------- OT , II 2Z'tG t' , L , L°G: GO'2G g8Lg OT 4 g° OV'02 :1:170517 T (S33V)aV (81A/HONI)wA ('NI1.1)D1 (SAO)0 *** 318Vi 31WA MO1A AV3A *** II . g0'2g = (SA0)3tV8 0101A NV3d. Tt° =0AH/HONI)wA ( 2Z'tg = (S3OV)VB:JV 3AII33AA3 6L'GZ = ('NI1,1)01 OLTT = (833V)V36V 1V101 11 :AwAlkins Aanis AO aN3 ------- --- ------ OL'gTT = (S3d0V)V3dV 1V101 Tt' = (AH/HONI)wA +239V3AV 27, = (S33)3d V 3AI133AA3 11 , 06L = ('NIN)DI gO*2g = (SAO)3IV8 MO1J NV3d :SM0110A Sk' 3t S3iVWIIS3 30N3MANO3 (131flAW03 11 2Z*Vg OTt' ri g8'LQ t OT' Ot°02 3t'bt T (53i) ald (N_W )us HONI) ('NIW)DI (SA0)0 li ** 31ay1 3B-3>.d MO1A AV3A ** 'SWV3U1S Z thDA a3sn trinkwad 33N3111ANO3 II OIltod NOI1V8IN33NOO AO 31411 (INV AlISN3INI 11VANIV 179'T2 = BONBMANOO IV (SA3)31V:J MO1J AV3A II 0089 = (8380V)V38V WVTAIS lidi01 00°t2 = (83803)Vadd WV38iS 3A1103AA3 Tt° = (MA/H3NI)wA C39 17 = (U-4/HONI)AIISN3INI 11VANIV II 6L' = ('NIWNOIlVdiN33NOO AO 31411 =3AV Z WV38IS IN3UN3d3CINI WA a3sn smitm 33N3MANO0 Z = SWV38IS AO 3akinN iviol 11 -- >>>»s3nivA WV3818 (133N3fl1ANO0 snonivn 3Indwo3 GNV<<<<< >>>>>30N3MANOO >ADA WVTAIS IN3aN3A3GNI 3IVNOIS3(1<<<“ T = mo3 si ocfog MON 01 00'G17 3GON WOad SEMOW MO1A II . **************************************************************************** I , "SEISA1VNV 7nN1n14mn-1 >>>>>MOld 13NNVH3-7t'OIOZ36V81 3lO6WO3 - �������������������������������������� G = 3O03 SI ()0^02 3OON O1 00^03 3GON 1408d SS33O86 MO 0� **************************************************************************** G2^6 = (9A3)31t MOld Wad 0T^6 = (S383V)t/38d 7V101 n� G2~6 = (SA3)AdON118 id38v8OS 001'17^ = (8H/H3NI )md o 31V8 SSO1 v38v8OS "N388t/8" 83A03 8OO6 iv8OlvN | ' fit,'" SI NOIlV3IdISS�13 1IOS II TGG^T = (8110H/H3NI)AlISN31NI 11VANIV8 8V3A 9T�^2T = 03^ **[(06^0T )/(00^2 **00^0TG )]*G3G^ = (^NIW)31 06`0T = (l�]3J)33N383JAIO NOIlt/A 3' II � 0.2 = (133A)NOI1VA313 Wt 0T^98 = (133A)NOI1klA313 Wk; 00^OTg = (133J)H18N31-M01A y38v8OS 1VIlINI � � 03^ **[ (3BNVH3 NOIl�A3 **H19N31)]*A = 31 °� 83A03 8OO6 lv8OlkoN II >>>>> SISAi�N� W tB8�8OS 7�I1INI OOHl� l�NOIlV8<<<< < = UO3 SI 00`03 mON 01 00^0T 3OON WO8d SS33O86 MO1A **************************************************************************** �� �� 00 = (8110H/H3NI)AlISN31NI 8110H-T O3IAI336S 83SO N� 0009^ = 3A8O3 NOIlt8OO AlISN31NI AO 3dOlS ' w *����NI�8 8O� O �SO N OIl��O68�lNI 3IWHlI8�SO O�NI��O-83911* II 06^ = 36OlS NOIl3I8A 80A 3SO 01 (1VWI330)S1N3IOt AO 1N33836 O3IJI336S 00^8T = (H3NI)3ZIS 36I6 WOWINIW O3IJI336S 00^3 = (8V3A)1N3A3 14801S O3IAI336S 83SO II NOIlki81N33NO3-A0-3WI1*-- _ _ _ _ �� :NOIl�W8OANI i�QOW JIlOv8OAH ONV A8O1O8OAH O3IAI336S 83SO �� _ T66T/i73/T GG:3T :AOOlS AO 31VO/3WI1 1 :3W 31IA 11 ************************************************************************** * 38T3 # 31IA * * 3170'17T 131/4081 * ~� * NOIlIONO3 O36Ol3A3ONO — ASO 8H3A 3 * ************************** AOOlS AO NOIl6I83S3O ************************** 33TG-G8L (17TL) 170G36 V3 ^ ePTsJe«T8 a4T ^4eeu4S smePV 0063 ^zuI ^ buTJeeuT5u3 163 :Aq peJedeJd sTsAleuv �� "= LTirt # leTJeS 68/T3/8 eseele8 Vt^G (see) eJem4j.oS OuTJeeuTbuB pezuexPid 68_286T 445TJ/\do3 (z) (N0I831I83 A90108OAH ^03 ONIO8VN838 NVS 9861 :ezueJeJe8) 8� 38VA3V6 WV88086 831116W03 180 O0H13W - ltiNOIlA8 **************************************************************************** II :SM0110:1 SV 38V S3nivA O3IJI336S-83SO _______ >>>>>3OON iv NOI1V1480ANI A80108OAH 03IJI336S a3SO<<<<< N� L = moo SI 00^0t 3OON 01 00^0t 3OON WO8J SS33086 MOld **************************************************************************** 6�^�3 = (NIW)31 ' Lt^93 = (SJ3)31V8 MO HV36 II 0L^Lt = (S383V)V38V 1t0101 0Tt^ = (8H/H3NI)md 039V83AV 0L^Lt = (S�]83V)t��]8V 3AIl33��A3 II 23^t = (SJ3)JAONO8 v38v8OS 0L^L = (S383lot)v38v t38v8OS 00Tt^ = (8H/H3NI)mJ ^ 31V8 SSO1 v38v8OS "N388 83A03 8006 iv8OlvN "a" SI NOI1V3IJISSV13 1IOS � � 030^T = (8OOH/H3NI)AlISN3lNI 11VJNIV8 8V� 3 ~~ �] '- _ ___ >>>>>MOlJ >IV36 3NI1NIVW 01 v38v8OS JO NOIlIOOv<<<<< II 8 = 3O03 SI 00^0t mON 01 00^017 3OON WO8J 8833086 MOld **************************************************************************** 6G = (^NIW)31 t8^t = (^NI14)3WIl 13AV81 80^T = (133J)H163O MO1J tg^t = ( ^33S/l33J)AlIJOl3A MO1J II Lt^93 = (Sd3)v38v8OS D8Hl MO1J 13NNVH3 00^2 = (133A)H163O WOWIXvW 020^ = 8013VJ S.BNINNVW 000^G = 8013VA "Z" 00^ = (133J)3SV8 13NNVH3 II 00^032T = (133J)V�]8��8O H S O8l Hl8N31 13NNVHJ 00^t3 = (133J)NOI1VA313 mON WV381SWMOD 00^0g = (133J)NOI1VA313 3OON Wv38lSaO Il >>>>>\f38v8OS O8Hl 31411 13AV8l<<<<< >>>>>MO 13NNVH3-1VOIOZ36V81 3l11614O3<<<<< ----- ---------- - - II g = 3003 SI 00°017 �]OON Oi 00^02 3OON WO8�J SS33O86 MO **************************************************************************** gL^33 = (NIW)31 - | Li7^93 = (SJ3)31V8 MOld AV36 00^0 = (SA83H)H38V 1t^1O1 � � 0Tt^ = (8H/H3NI)mA O3B�83AV �� 00^0t = (S383H) 3AI133AJ2 gt^03 = (SA3)AJONn8 v38v8OS 06^02 = (S383V)V38V u3Hv8OS 00Tt^ = (8H/1713NI)mJ ^ 31V8 SSO1 u38v8OS "N388V8" 83A03 8006 iv8OlvN N� SI NOI1V3IJISSV13 1IOS gtT ^ T = (8110H/H3NI )AlISN3lNI 11t/JNIV8 8V3A - ----------- -- - --- II >>>>>M01J AV36 3NI1NIVW 01 v38v8OS JO NOIlIOOv<<<<< 8 = 3003 SI 00^02 3OON 01 00^02 3OON WO8J SS33086 MO1J *****************************************************M******************** �� } g!^33 = ('NIW)31 20^6 = ( ^NIW)3WIl 73AV81 II LL = (l�33J)Hl63O MOld 3T^2 = ( ^33S/l33J),\lI3O MO-lA � g2^6 = (SdJ)tf38v8OS O8Hl MO 13NNVH3 00^2 = (133A)H163O WOWIXvW 020^ = 8O13VJ S.8NINNVW � � 000^g = 8O1OVJ "Z" 00^ = (l3�]J)�]St/8 13NNVH3 °� 00^069T = (133J)V38V8OS D8H1 Hl8N31 13NNVH3 00~0Q = (133J)NOI1VA313 3OON Wv38lSNMOD 03^gi = (l�]�]�])NOIl��A3 �]OON Wv�]8lS6O II ===_____====== 0t~2T = (133d)33N383JAIO NOI1VA313 ^^~ 09~39 = (133A)NOIlVA313 WV381SNMOO 00~9L = (l�]��)NOIl�A�]�� W��a8lS6O ` II 00^009 = (133A)H19N31-M01A to3w8OS 1VIlINI 03^ **[(38Nt/H3 NOIlt/A313)/(00^2 **H19N31)]*X = 31 83A03 8O06 iv8O1A7IN N� ====== M� >>>>>SISA1VNV v38v8OS - lVIlINI OOH13W 1VNOI1V8<<<<< = moo SI 00^g3 3OONI]1 00^gT 3OON WO8A SS33086 MO7A N� **************************************************************************** t9^9T = 33N3111JNO3 1V (SJ3)3lV8 MO1A )V36 OL^6g = (S383V)V38V WV38lS 1V1O1 g8^g2 = (S383V)V38V WV381S 3AI133JJ3 Tt~ = (8H/H3NI)md O39101 U� 26^ = (8H/H3NI)AlISN31NI 11VJNIV8 217^32 = (^NIW)NOI1V81N33NO3 JO 3WI1 :�8V T WV38iS 1N3ON363ONI 80J O�]SO S��OivA �]3N3O1ANO3 II = SWV381S AO 8 38WON - mum. _ >>>>>33N3111ANO3 8OA WV381S 1N3ON363ONI 31VN9IS3O<<<<< II _____________________ T = moo SI 00^0g 3O0N 01 0O^0g 3OON WO8J SS33O86 MO1A **************************************************************************** 2t^32 = (NIW)31 t9^9T = (SA3)31V8 MOlJ AV36 U� �� 0L^63 = (S383V)V38V 1V1O1 0Tt^ = (8H/H3NI)mA O39V83AV 58^52 = (S383V)h38V 3AI133JJ3 Lg ^g = (Sd3>AJONO8 �� 00^3T = (S383V)V38V v38v8OS II 00Tt^ = (8H/H3NI)mA ^ 31V8 SSO1 Id3w8OS "N388V8" 83A03 8006 ildUOltIN "v" SI NOIlV3IAISSV13 lIOS 936^ = (8110H/H3NI )A1ISN3lNI 11VJNIV8 8V3A 3 �� >>>>>M01J AV36 3NI1NIVW 01 v3w8DS JO NOIlIOOti<<<<< ------------ - - -------- ----- - - 0� 8 = 3003 SI 00^0g 3O0N 01 00^0g 3OON WO8J SS33086 MO **************************************************************************** ~_ 2�^32 = (^NIW)31 t8^t = (^NIW)3WI1 13hV81 80~T = (133A)Hl63O MO1A = (^33S/133A)A1I3013A MO1A 173^2T = (SA3)amm8OS MO1J 13NNVH3 0� 00^2 = (l33A)H163O WOWIXt/W 020^ = 8013VJ S.BNINNVW 000^g = 8013VA "Z" 00^ = (133J)3SV8 13NNVH3 00^099 = (133J)t/38V8OS 118H1 Hl8N31 13NNVH3 �� �� 0L^03 = (133A)NOIlVA313 3OON Wid381SNMOO 00^b3 = (133A)NOIlVA313 3OON WV381S6O -- - ----- --===------------==-- --- - --- - -- II >>>>>v38v8OS O8Hl 3WIl 13AV8l<<<<< >>>>>MO 13NNt/H3-1VOIOZ36V81 31116WO3<<<<< g = 3003 GI 00^0G 3O0N 01 00^0t 3OON WO8J BS33086 MO N� �� **************************************************************************** ^S3SA1VNV 33N3O1JNO3 m� 11V 80d V38V 1V101 3H1 SV O3SO SI V38V 3AI133Ad3 :31ON OTt^ = (8H/H3NI)mJ '31V8 SSO1 O3BV83AV t3^2T = (SA3)31V8 MO1A )1��36 0L^��t = (S383V)V38V 1V101 II g8^23 = 00^89 = (S383V)V38ld 3AI133AA3 179^GT = (Sd3)AJONO8 va8v8OS 00^83 = (S383V)V38ld v38v8OS 00 = (8H/HJNI)md ^ 31V8 SSO1 v38d8DS "N388V8" 83A00 8OO6 7t8OloN N� "t/" SI NOI1V3IdISSV13 1I08 -~��-- O 8�/^ T20^T = (8OH/H3NI)�lISN�lNI ����NI�8 � 3 ~~- ----- ____________________________ - N� >>>>>M01A At 3NI1NIVW 01 bim8l8DS JO NOIlIOOt/<<<<< ~~ 8 = moo SI 00^Gt7 3OON 01 00^Gt mON WO8d SS33O86 MOld ************************************************************************** II TT ^L3 = ( ^NIW)3l 33^G = ( ^NIW)3WIl - BA�8l VT^T = (l33A)H163O MOld 33^t, = (^33S/133d)A1I3O13A MO1J 2t^L3 = (Sd3>tmv8DS O8Hl MOld 13NNVH3 00^2 = (1��]� O )Hl6� WOWIXt/W 020^ = 8Ol3VJ S.BNINN��W II 00^G = 8Ol3t/�� "Z" 00^ = (133J)3St/8 13NNVH3 00^032T = (l33J)v3w8DS O8Hl H19N31 13NNVH3 0T^8T = (133J)NOI1VA313 MON WV381SNMOO 09^82 = (133J)N0I1VA313 3CON Wo�8lS6D N� >>>>>v38t/8DS O8Hl 3WI1 13AV81<<<<< >>>>>MO 13NNVH3-7WOIOZ36 3lO6WO3<<<<< N� �� g = 3O03 SI 00^Gt mON 01 00^G2 3OON WO8d SS MOld *************************************************************************** �� ------ . . � � �� 06^T3 = (NIW)31 2t^L3 = (SA3)31V8 MOld >W36 N� 00^0� = (S383t/)V38t, - lV101 0T17^ = (8H/H3NI)md 039 00^017 = (S383V)V38V 3AI133AA3 LG^03 = (SA3)AA0NO8 v38y8DS 00^02 = (S383V)VMV v38y8DS O0T = (8H/H3NI)md SSO1 v38J8OS "No88v8" 8 3A03 8006 ikl8OlvN "v" SI NOI1V3IJISSV13 lIOS 3LT^T = (8OOH/H3NI )AlISN31NI 11VANIV 8 :AV3/. 3 >>>>>MOld >Wa6 3NI1NIVW 01 b138v8OS AO NOIlIOOv<<<<< ' __ --- ------ - 0� 8 = 3O03 SI 00^G2 3GON 01 00^G2 3OON WO8J SS33086 MOld w� **************************************************************************** �� �� } 06^T3 = (^NIW)31 62~L = (^NIW)3WI1 13AV81 LL^ = (133A)H16AO MOld L3^2 = ( ^33S/l33A)AlI3O MOld T8^6 = (Sn)tmv8OS DAHl MO1A 13NNVHJ N� 00^2 = (133d)H163O WDWInW 020^ = 8013VA S.SNINNVW • 000^G = 8Ol3vd "Z" 00' = (133A)3SV8 13NNVH3 O0^0��T = (l��A)V38V8OS O8H1 H19N31 13NNVH3 09`82 = (133A)N0I1VA313 3OON W#MlSNMOO 09^39 = (133A)NOIlVA313 mm WV381S6O � ------------ -----=- ============ - - - N� >>>>>kmv8OS O8H1 3WI1 13AV81<<<<< >>>>>MOld 13NNVH3-1VOIOZ36V81 3lD6WO3<<<<< G = map SI 00^G2 mON Ol 00^g3 mON WO8d SS33086 MOld NI **************************************************************************** T8^6 = (Sd3)31V8 MOld >IV36 00^0T = (9383V)Va8ld 1V101 w/ T8^6 = (SA3)JJONO8 vmv8OS 00Tt~ = (8H/H3NI >md '31V8 SSO1 vmv8OS "N388t/8" 83A03 8OO6 iv8OluN ( .y. SI NOI1V3IAISSV13 lIOS �� 00G^T = (8O0H/H3NI)AlISN31NI 11VANIV8 SISA1VNV aoH1314 1VNOl1id AO CMG L6'29 OTt' IT'LZ tL'G2 GW69 OTt' Zt= T (S313V)aV (81-1/H3NI)wd ('NIW)Di (SA3)0 *** 31i1 31V1 M01A NV3d *** tL*G2 = (SJ3)31WA MOld NV3d Tt° =(U-1/H3NI)wA C139Vd3AV L6°29 = (S3WV)V3UV 3AI133JA3 II IT'LZ = ('NIW)31 OL'LZT = (S383V)V3 AV 1V101 :Awwwns Aanis dO aN3 Tt' = (81-1/HONI)wA G39V83AV L6° 2 7;L'LZT = (S3WV)V3UV 1V101 = (S3U3V)V3W 3AI133AA3 OTT'LZ = ('NIW) tL*G2 = (SAO)31 MO1A AV3d :SM0110A St 3dV S31VWI133 33N3111ANO3 a3indwo3 11 L6'29 , OTt' IT'LZ tL*G2 G869 OTt° 2t"Z2 T 11 (S3WV)aV (&-f/H3NI)wA (*NIW) (SA3)0 ** 31avi 31V8 MOld NV3d ** 'SWVT.AIS c": WA a33n vinkidoA 33N3111ANO3 1 0I1V)J NOI1VHIN33NO3 dO 31411 GNU AlISN31NI 11VANIV1 00"6T = 33N3111ANO3 1V (SA3)31WA MO1A NV3d 0089 = (S3WV)VTJV WV3d1S 1V101 00 = (S33V)V38V WV381S 3AI133JA3 It = (8H/H3NI)wA G38V)J3AV 11 20'T = (1H/H3NI)AlISN3INI 11VANIkM IT'LZ = (*NIW)NOI1V1N33NO3 AO 31411 :3dV WV3d1S IN3UN3d3CINI WA a33n s3n1vA 33N31 11 = SWV3)J1S JO d33wnN lvioi II >>>>>S3n1VA WV3a1S (133N3n1ANO3 snoi8vA 3indwo3 CINV-4<<“ >>>>>33N3111ANO3 WA WV311S 1N3aN3d3CINI 31VN9IS3(1<<<“ T = moo sI wog BOON 01 oo 3CION WWJA SS3308d MOld °S3SA1VNV 33N3111ANO3 11V WA VTJV sNiinapAiNoo 1V101 3H1 Si a3sn SI V3).JV 3AI133JJ3 :310N 11 OTt' = (a-I/H3NI)wA '31i SS01 a38VU3AV 006T = (SA3)31V MOld NV3d 00'89 = (S33V)V3UV 1V101 00172 = (S3WV)V3V 3AI133JA3 II 20'T = (WA/H3NI)A1ISN31NI 11'dNIi TTL = ('NIW)31 :SM0110A Ski 3UV s3nivA G3IJI33dS-83Sil >>>»moN iv NOIIVWWANI A90101QAH C3IJI33dS L = moo SI 00'G17 3aoN 01 00°G17 3CON WWJA SS330Hd M01A **************************************************************************** 1 1 TT*Lc7 = (NIW)31 1 66'L2 = (SA3)31Vd MOT >13d J V3d oo'89 = (S3>J3V)V3;'dV 1V101 ° 00^0g = (133A)NOIlVA.313 Wid381SNMOO 0t^8L = (133A)NOIlVA313 WV381S6O ~12 �� -- � >>>>>v38w8OS n81 31411 13AV81 MO1J 1338lS 9 = moo SI 00^02 MON 01 00^03 3OON WO8J SS33O86 MO **************************************************************************** N� 23 = (SA3)31V8 MO1A AV36 0L^ = (S383V)V38V TV101 �2^3 = (S�3)��ONO8 k/m8�8Oq N� | . 0L60^ = (8H/H3NI)mj ^ B1V8 SSO1 to38v8OS 1VI383WW03 "t/" SI NOI1V3IJISSV13 1IOS t38^2 = (8110H/H3NI )AlISN3lNI 11VJNIV8 8V3A 00T N� 3gL^3T = 03^ **[ (0L^L )/(00^2 **00^000T )]*1702^ = ( ^NIW)3l 0L^L = (133J)33N383AJIO NOIlVA313 0-17.^8L = (133J)NOI1VA313 Wvm1SNMOO 01^98 = (133J)NOIlV/\313 WumlS6D 11 00^000T = (133J)HlSN31 v38v8OS 1VI1INI O3^ **[(BSNkm3 NOI1VA313)/(00 **HlBN31)]*A = 31 - lVI383WWO3 SI lN�]W6O13A�O =========______==== >>>>>SISA1VNV t/38v8OS 1VIlINI OOHl3W 1VNOIlV8<<<<< _ _ ___-- ------------ U� -------- --- N� 3 = 3O03 SI 00^03 alON 01 00^0T MON WO8J SSMO86 MO1A ~~ **************************************************************************** 00Tg^T = (811OH/H3NI)AlISN3lNI 8OOH-T 123IJI336S 8 -3SO 0009^ = 3A8D3 NOIlu8OO AlISN3lNI JO 36OlS *11VANIV8 80A OmO NOI1V106831NI 3IWH1I8V901 O3NIAM-83S11* 06^ = a6O NOI13I8J 80J BSO 01 ( JO 1N33836 (I3IAI336S 0� 00~8T = (H3NI)3ZIS 36I6 WOWINIW O3IAI336S m� 00^00T = (8V3A)1N3A3 W8OlS O3IJI336S 83SO --*13OOW NOI1t/8lNMNO3-J0-3WIl*-- �� N� _ :NOIlVW80AN1 13OOW 3I A90108OAH O3IJI32dS 83Sn ! -------- - __ _================== = -------=====-------------= 0� T661/173/T 92:0T :AOOlS JO 31VO/3WIl 1blO^J8T3 :3WVN 31IA | � ************************************************************************** J8T3 # 31IJ * * 3 13V81 * * NOIlIONO3 O36013AM - A9O1O8OAH 8VBA 08T * 0� ************************** AOOlS JO NOIl6I83SM ************************** 33Tg-g8L (tTL) 0� t0g36 V3 ^ePTsJe«T N� g3V sqTnS ^lee-443 smePt/ 0063 ^zuI ^buTdeeuT5u3 193 :Aq peJede_4d sTsAleuti �� Litt # le 8 vb. T�eS 68/T3/8 :e�eO eseele �� ^JeA N � (see) eJewl4oS buTJeeuTbu3 pezue»Pv 68-2 4 86T � (z) ~~ (NOI831I)J3 AS0108OAH ^03 ONIO8VN838 WS 9861 :ezuaJej_e8) 39VA3V6 WV89086 8alO61,403 /.80108OAH OOHlaW 1VNOIlV8 II **************************************************************************** 11 60"g6 = (SA3)31V8 MO1A AV3d 09*9t = (S383V)V38V 1V101 04 -- E31 (dH/HONI)wA C1.710V83AV 09917 = (S383V)V38V BAII33JA3 TL'Ot = (SAO)JAON(18 vmvans oOO = csmotwdmv vadvens OgBt* = (8H/H3NI)wd 31V8 3801 umiens 383V/S9N1113Ma L-g <-1VI1N3UIS38 MI , .V. SI NOIIV3IAI8SV13 lIOS 917.L.*Z .= (8110H/H3NI)AIISN3INI 11VANIV8 8V3A. OOT 11 (*NIW).731 617"2 = (*NIW)3WII 13AV8i MO1A 1338IS 69*17 = AII3013AWId3G JO ionamdd T2"9 = ("335/133A)AII3013A MOld 383A 00"OZ = (133A)HIGIM GOOld 13381SA1VH tL* = (133A)H1d3C MOld 1338IS *(13133193N S I 313 'AVMA8Vd 1H1 9N01V MO1J 11V 'SI 1VH1 "13NNVH3 13381S 3H1 AO mis1n0 sun000 MOld 31:11193N IVH1 Noildwnssv 3H.J. NO a3sve 38V S11nS38 MOld 13381S ONIM0110A 3H1 °Tdn0 JO d01 Sa333X3 MO1A 1338IS :310N :3IMS38 13COW MO1A 1338IS *** SNIMO1J 1338IS*** 26*T8 = (SJ3)M01A NV3W sNisn aElnd1400 3WII 13A81** T = JA0Nri1 9NIA88V3 S1338ISA1VH JO 83eAnN (131AI33dS 0 = (1WIT.3(1)11VJSSO&D 1338IS 3a15In0 II ozo* = (1VWI33(2)11VASS083 1338IS 80I83INI 00*ZT = (133A)NV38e3GV89 11VASS083 01 NM083 WO8A 33NVISIC 00 = (133A)H1aIMA1VH 13381S '9 = (S3HONI)H19I3H edn0 00'OZ2T = (133A)H1eN31 13381S 00"tZ = (133A)NOI1VA313 WV38ISNMOG 000g = (133A)NOIIVA313 wmrsan >>>»vmvans ndHl 3W11 13AV8I MOld 13381S 3Indw00«<<< 9 = ani00 sI ocyot 3ION 01 00"0'2 3(10N WO8A SS3308d MO1A **************************************************************************** II 08'2 = AII3013A*H1d3a 82'g = ("33S/133A)AII3013A M01A 00'OZ = (133A)HIGIM 0001d 13381SA1VH TL' = (133A)H1d3U. :S3I1F1V8GAH M01J 13381S vmvans AO (IN3 T5 = (SA3)31V8 MOld AV3d 099Z = (S383V)V3HV 1V101 LAT' = (8H/HONI)IDA G3SV83AV 099Z = (S33)i3 8V 3A1133JJ3 g9"6g = (SA3).J.JON118 amidans 06'gZ = (S383V)V38V timvens Oget' = (8H/H3NI)wd 31V8 SSO1 kimvens 383V/591\11113M <-1VIINJUIS38 nV. SI NOI1V3IAISSV13 1108 ttO*2 = (8f10H/H3NI)AIISN3INI 11VANIV8 8V3A OOT g9*ST = ("NIW)31 06'g = ("NIW)3WI1 13AV81 MO 1381S t.L'Z = AII3013AWId3a AO ionaow 99"17 = (*335/133A)A113013A MO1A 39V83AV 299T = (133A)HICIIM 0001A 13381SA1VH 6g* = (133A)H1d3a M01A 1338IS *C3133193N SI 313 'AVMN8Vd 31-11 ON01V MOld 11V 'SI IVH1 "13NNVH3 13381S 3H1 JO 3aisin0 mn000 MO1A 313I193N IVHI Nmidwnsski 3H1 NO a3sve 38V siinsm. MO1A 1338IS ONIM0110j 3H1 11 *68113 AO d01 3C333X3 MO1A 133815 :310N :SIMS38 13a014 MO1A 13381S Z9*Z2 = (SA3)M01J N)3W eNisn n1na400 3WII 13AV8I** 11 Z = A.JONI1U 9NIA88V3 813381SA1VH AO A3ekinN (13IA133dS Ot0' = (1VWID3C1)11VASS080 1338IS aISInO 11 ozo' (1vw1.03a)11vAss0:10 13B:d1S 80183iNi ooT = (13d)Ai EPAG3anie 11VAS3080 01 NMOdO Wa6 33NVISIC 00*07:: = (11 1 --.,,,. - (1=7,1Aulmm.73-. 0g8i7^ = (8H/H3NI)mJ "3lV8 SSO1 ico38d8DS 383V/S9NI113Ma L-g <-1VI1N3OIS38 "V" SI NOIlV3IAISSt/13 - lIOS —11 1~ �� _~ 2 Ltg^3 = (8110H/H3NI)AlISN3lNI 11VJNIt/8 8V3A 00T H� NV36 3NI1NIVW 01 tolgto8OS JO NOIlIOOV<<<<< 8 = 3D03 SI 00^0g mON 01 00^0g EOON WO8J SS33O86 MOld **************************************************************************** 39^2 = AlI3013A*Hl63O 30~17 = ( MO1A 00^03 = (133A)HlOIM OOOid 1.3381SA1VH 06^ = (133J)H163O :S3I MO1A 13381S t/�]8��8DS JO GN3 II 62^LL = (SAJ)�]lV8 MOld XV36 00' = (S383V)V38V 1V101 6t7^ = (8H/HJNI)mA O38t/83AV 0L^Tt = (S383V)t/38V 3AI133JJ3 GT^t2 = (SJ3)AJONO8 tr:8ti8OS 0t^8T = (8383V)V38V ko38v8OS 0g8t^ = (8H/H3NI )md ^ 31V8 SSOl IdT8v8nS 383V/SSNI113MO L-G <-1t/IlNaOIS3 8� Al" SI NOI1V3IAISSV 1IOS Ltg^3 = (8110H/H3NI)AlISN3lNI 11VJNIV8 8V3A 00T OT~G3 = (^NIW)31 96^3 = (^NIW)3WIl 13AV81 MOTA 1338lS ZZ`2 = AlI3013MH163O AO lJOOO86 28^2 = ( ^ 33S/l33A)AlI3O - l3A M01.8 39V83AV 00^03 = (133J)HlOIM OOOlJ 13381S.J1VH t8^ = (133J)H163O MO 1338lS . ^ O� ^ ^ l3��S�N SI ^3l� AVMA6V6 3Hl 9NO1V MO1A 11V SI lVHl ^13NNVH3 1338lS 3Hl JO 3OISlOO S8O3JO MO1J 318I183N lVHl 1 NOIl6WOSSv 31-11 NO O3SV8 38V SliOS�]U MO1J l3�8lS SNIMO11OJ 3Hl — ^88O3 JO 6O1 SO333X3 M01.8 13381S :310N :SllOS3 8 - lmOW MO 1338lS ***liOJ BNIMO 1338lS*** 99^t9 = (S.J3)M01J NV3W SNISO O31116WO3 3WI1 13AV81** 3 = JAONO8 8NIA88t/3 S13381S.J1VH AO 838WON O3I.JI336S 0t0^ = (1VWI33O>11VJSS083 1338lS 3OISlnO 030^ = (ivWI33O)Tlv��SSO83 13381S 8OI8�]lNI 11 00^3T = (133J)AV�]88O �VUS 11VJSSO83 01 NM083 WO8J 33NVlSIO 00^03 = (133J)HlOIMA1VH 13381S U� ^9 = (S3H3NI )Hl8I3H 88O3 00^089 = (133J)H18N31 1338lS m� 0L^03 = (133J)NOUVA313 WV38lSNMOO 00^t3 = (133J)NOI1VA313 WV38lS6O ______ >>>>>t/38o8OS O8Hl 3WI1 13AV81 MO 13381S 3l116W03<<<<< 11 9 = 3O03 SI 00^0 MON 01 00^0t 3OON WO8A SS33086 MO **************************************************************************** N� . S3SA1t/NV 33N3DFIJNO3 N� TlV 80A t/38V SNIlO8I8lNO3 1V101 3H1 SV OmD SI V38V 3AI133J.J3 :310N @� g8t^ = (8H/H3NI)mA ^ 31V8 SSO1 O39V83AV GG^Lt = (SJ3)31V8 MO1A XV36 09^9t = (S383V)V38V 1V101 02^23 = (S383V)V38V 3AI133JJ3 II GL^3 = (8H/HJNI)AlISN3lNI 11VJNIV8 hT^33 = (~NIW>3l :SM011OJ SV 38V S3OivA O3IAI336S-83SO >>>>>3OON IV NOIlVW8OJNI /`80108OAH O3IJI336S 83SO<<<< _____________________ � = 3003 SI 00~0t 3OON 01 00^0t 3OON WO8J SS33O86 MOlj **************************************************************************** L3^ = A1I0O13A*Hl6M 16^9 = ( ^ J33/l733d)AlIJO13A MO1J N� 00`03 = (133J)HlOIM 0001J 13a8lSjiVH 9L^ = (13A)Hl6AO 5'l ( ; ) = ±D �126H| KUNu! (c ) = lI+ EFFECTIVE AREA(ACRES) = 103. AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 126.60 PEAK FLOW RATE(CFS) = 191.72 TC(MIN) = 25.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 126.60 TC(MIN.) = 25.10 EFFECTIVE AREA(ACRES) = 103.30 AVERAGED Fm(INCH/HR)= .49 PEAK FLOW RATE(CFS) = 191.72 ============================================ END OF RATIONAL METHOD ANALYSIS • ~4-2 ^___-_--- - '-- 00~0g = (133A)NOIlVA313 W038lSNMOO 0t^8L = (133A)NOI1VA313 Wya8lS6n ==== ==_____==================_____=========________======= ~- >> >>>va8d8OS O8Hl 3WI1 73AV8l MO 13381S 31116WO3<<<<< 9 = 3O03 SI 00^02 aOON 01 00^03 mON WO8d SSa3O86 mold ***************** t8^T = (SA3)31t/U MO1A NV36 0L^ = (S�]83V)V38� 1V101 �1Ol ' 178^T = (8A3>AJONO8 va U� 0L60^ = (6H/H3NI)1D ^ � 3lV 8 8801 va lvI38aWWO3 " SI NOI1V3IAIGSV13 lIOS rT0^2 = (8OOH/H3NI),\lISN3lNI 11 8d3A Q3 3gL^3T = 03~ **[(0L^L )/(00^2 **00^O00T )]*1702^ = ( ^NIW)3l ~� OL^L = (133A)33NMI3JAIO NOIlt Ot^8L = (133A)NOIlt WV381SNMOO 0T^98 = (1.33A)NOI1b Wya8lS6O 8� 00^000T = (laad)Hl8Na tB8v8OS ivIlINI 03^ **[(a8Nt1H3 NOIlkmala)/(00^2 **HlSNa = 3l ivI38aWWO3 SI lN3146O13A3O U� ______=_________=__ va8d8DS 1VIlINI OOHl3W 1VN0I1 ---------------------------- -- ----------------------------- N� = E003 SI 00^03 aOON 01 00•01 aOON WO8A SS30086 MO7A **************************************************************************** 006T^T = (81OH/H3NI)AlISN3lNI 810H-T O3IJI336S UaSO 0009^ = aA8O3 NOIlw8DO /.lISN3lNI JO 3601S *11VANIki8 8OA OaSO NOI1V1O683lNI 3IWHlI8V801 O3NIA3O-83SR* ) 06^ = 3dOlS NOIlJI8A 8OA aSO 01 (luWI3aO>S1NaIOv dO lNa38a6 OaIdI3a6S 00^8T = (H3NI )aZIS a6I6 WOWINIW OaIdI3a6S 00^g3 = (8V3A)lN3A3 1 O3IAI336S 8aSO --*laOOW NOIlm8lNa3NO3 = :NOIlVW8OANI - mow 3I ONV A8O108OAH OaIdI3a6S 8aSO ___________ T66T/173/T g3:TT :AOOlS JO 31VO/314I1 ldO^S8T3 :3Wt/N 31IA ************************************************$******m****************** * S8T3 # 31IA * * 3i7017T 13 * ! * NOIlIONO3 O36O13A3O - A801O8DAH 8t * N� ************************** /.DOlS AO NOIl6I83S3O ************************** 3ZTg-g8L ( fr0G36 V3 b epTs-IexT8 N� ^ e�TnS Vee�43 smePV 0063 ^zuI 6 5 uTJeeuTbu3 183 :Aq peJedeJd sTsAIeuv ~~ LTtt # 68/T3/8 :egeO eseele ^JeA N� (see) eAem4.4.oS buTJeeuTbu3 pazmexpv 68-286T qqeTaAdo3 (z) 0� (NOI8DlI83 A901O8OAH ^03 ONIO8W838 NVS 986T :ezueJel.e8) 3SVA3V6 WP88O86 831D6W03 A80108OAH O0H13W 1VNOIlV8 ********* * * *********** f V 1 , T969 = (SA0)31WA MO1A :ad 099t = (S3:TiV)V3&c) 1V101 1 -- - 817° = (U-1/1-10NI)wA a30k 09 = (s3)3d id 3A1133JA3 - 1 I 1717 1 17 2"6Z = (SA0)AJONild V3)Ay3nS 00 "OZ = (S383V)V3>JV V3HVEFIS Og6t° = CdH/HONI)tuA '31VU SSO1 VMVanS 3U0V/S9N1113Ma L-g <-1VI1N3CIIS3)..i , 1 uV. SI N0I1V3IAISSV13 1IOS ' , gTT'Z = (8n0H/H0NI)AIISN31NI 11VANIV>A dk)3A gZ 1 TO= = ("NIW)31 06°2 = ("NIW)3WII 13AVU1 MO1A 13M1S 96'2 = A1I0013M2H1d3C1 AO ionaa t9"g = (335/133A)A113013A M01A 3SVU2AV 00°0Z = (133A)HIGIM 0001A 13M1SA 69' = (1.33A)H1d3a MO1 13M1S a3133193N SI "013 'AVMA6kld 3H1 SNO1 M01A 11V 'SI IVH1 I "13NNVH0 133ellS EH! JO 3aIS1110 SW MOld 31119N 1VH1 NOILAWISSV 3H1 NO amve 3t) slinsm MO1A 1331S ONIM0110A 3H1 "erio AO d°1 S(1330X3 M01A 133'±1S :310N I SI111S3'd 13G0W M01A 133d1S ***11nA ONIMO1A 133)A1S*** , 66'6g = (SA0)M01A Nv314 eNisn G3IFIAW03 3W11 13AVJ1** 1- Z = AJONn8 9NIA:TAVO S133d1SJ15H JO 83141N (131A103dS 0170 = (1ldWI33(1)11VASSOU0 133U1S 3CIISinO I OZO' = ( 133H1S WlI3INI 00°ZT = (133A)AV3He3(19 11VASS060 01 NMCM0 WOad 30NylsIC 00*OZ = (133A)H1UIMA1VH 133J1S 1 '9 = (S3H3NI)H1913H ea 0002T = (133A)H19N31 1331S 00'1 = (133A)N011VA313 wid3aisNmaa wog = (133A)N0IiVA313 WV3:d1Sdri - - --- I >>>»vmidns 118H1 3W11 13At0J1 M01A 133WS 3111dW03<<<“ 9 = 3= SI 00"0t 3G0N 01 00°02 3a0N W(IdA SS30add MO1A A1I3013A*H1d3a 26't = (039/133A)A113013A MO1A 1 29°6T = (133A)H1OIM U001J 133U1SA1VH g9° = (133A)H1d3C1 S0I111VOAH MOTA 133>A1S Id3aVWS-A0 UN3 gZ"gt = (SA3)31V MO1A AV3d 099Z = (S380V)V3&ci 1V101 I Lt = (&-i/H0NI)wA la39Vd3AV 09°9Z = (SM3V)V3WJ 3A1103JA3 Z82t = (SA0)AJON11 1 038VanS 06'gZ = (S380V)V3UV vmvens °get* = (81-1/HONI)wA '31 SSO1 VTAVEFIS 33V/S9N1113Ma L-g <-1VI1N3GISTJ uldu SI NOI1V0IAISSV10 lIOS g92*Z = (W1OH/H0NI)AlISN31NI 11VANIkPJ 6V3A gZ 0T*6T = ("NIW)01 g2'9 = ('NIW)3WI1 13A MO1A 13M1S I cc-7 = AII0013(WH1d3U AO 1011120dd • 22't = (33S/133A)A110013A MO1A 39k 82°tT = (133A)H1aIM (1001A 13381SA1VH I tg° = (133A)H1d3G MO1A 133d1S (13103193N SI "313 'AVMAVd 3H1 9N01V MOH 11V 4 SI lkiHI • '13NNVH3 133d1S 3H1 AO misIno saimo M01A 211193N itiHi II Noilawssv 3H1 NO a3sv3 3'd s11ns3d M01A 133>JIS ONIM0110A 3H1 *a8n3 JO dOl SU330X3 M01A 13381S :310N SlinSM 13UOW MOld 133d1S ZZ'tZ = (SA0)M01A NV3W SNISFI (13111AW00 3WI1 13Atrd1** II = dd0Nfld SNIAWA S133>A1SA1IH JO 83awnN (131A103dS 0 ' = (1VW=1)11VASSM:10 133HiS 3ais1n0 1 ozo" = (1VWI33(1)11VASSEMO 133818 U0I'd31NI 00 = (133A)AV3UEITICkDde 11VASS0a0 01 NtriaKi N0:1=1 3ONVISIG III 00'0Z = (133d)HiaIMA1VH 133)JiS _ �' we DEPTH(FEET) = .71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.01 DEPTH*VELOCITY = 4.23 ..• mw **************************************************************************** me FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 so >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ===============-------======================------=================-----==== OP USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 23.01 RAINFALL INTENSITY(INCH/HR) = 2.11 Ng EFFECTIVE AREA(ACRES) = 23.30 or TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 34.31 AVERAGED LOSS RATE, Fm(INCH/HR) = .480 ma NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. �� MI **************************************************************************** ere FLOW PROCESS FROM NODE 40.00 TO NODE 50,00 IS CODE = 6 ____________________________________________________________________________ .01 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ==_____=_____=_______===_____====_____==========_ ______======= w... UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 010 STREET LENGTH(FEET) = 660.00 CURB HEIGTH( INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 _ as DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 =~ OUTSIDE STREET CROSSFALL(DECIMAL) = .040 °m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 46.50 mi ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: = NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION aill THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. _~ THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .76 om HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 ... PRODUCT OF DEPTH&VELOCITY = 2.58 • ea STREET FLOW TRAVEL TIME(MIN.) = 3.26 TC(MIN.) = 26.27 • 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.953 SOIL CLASSIFICATION IS "A" ea RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm( INCH/HR) = .4850 ... SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 24.32 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH/HR) = .48 on TOTAL AREA(ACRES) = 65.00 PEAK FLOW RATE(CFS) = 55.21 END OF SUBAREA STREET FLOW HYDRAULICS: ON DEPTH(FEET) = .80 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY = 2.89 iii MN . **************************************************************************** 000 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 ____________________________________________________________________________ w >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< or 25 YEAR RAINFALL INTENSITY( INCH/HOUR) = 1.953 - �� � �'~- 011 � SOIL CLASSIFICATION IS " ^ RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4650 EFFECTIVE AREA(ACRES) = 103.30 AVERAGED Fm(INCH/HR) = .484 4110 TOTAL AREA(ACRES) = 12 PEAK FLOW RATE(CFS) = 136.62 111 TC(MIN) = 26.27 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 126.60 TC(MIN. ) = 26.27 EFFECTIVE AREA(ACRES) = 103.30 AVERAGED Fm(INCH/HR)= .48 PEAK FLOW RATE(CFS) = 136.62 END OF RATIONAL METHOD ANALYSIS om • = �o MR �� MO = �� 10.4 = 4 4110 wm MI +Iw wm —. �� ��k� NM ow 411 h**p*p****p*4 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) wm (c) Copyright 1983-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date: 8/21/89 Serial # 4417 Analysis prepared by: CSL Engineering, Inc. 2900 Adams Street, Suite A25 Riversid CA 92504 ~� (714) 785-5122 .„„ ************************** DESCRIPTION OF STUDY ************************** * 10 YEAR HYDROLOGY - DEVELOPED CONDITION * * TRACT 14042 * * FILE # 218H * ************************************************************************** FILE NAME: 218H.DAT 00 TIME/DATE OF STUDY: 11:42 1/24/1991 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------ -- *TIME - OF-CONCENTRATION MODEL*-- — USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1-HOUR INTENSITY( INCH/HOUR) = 1.0000 = **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2 >>>> METHOD INITIAL SUBAREA ANALYSIS m� --- --------------=--------=====--------------------====-- =------ DEVELOPMENT IS COMMERCIAL TO = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) ]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 im UPSTREAM ELEVATION(FEET) = 86.10 om DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN. ) = .304*[ ( 1000.00** 3.00)/( 7.70) Dr* .20 = 12.752 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.532 m� SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm( INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 1.53 wri TOTAL AREA(ACRES) = .70 PEAK FLOW RATE( CFS) = 1.57, on wm **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6 an --------------------- -------------------------------------------------- 4 >>)> > COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA<<<<< ~~ .. " ===================== ======================================================= UPSTREAM ELEVATION(FEET) = 78.40 DOWNSTREAM ELEVATION(FEET) = 50.00 STREET HALFWIDTH(FEET) = 20 ^ 00 NP ow DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 IP OUTSIDE STREET CROSSFALL(DECIMAL) = .040 ow SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 IP **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.31 mw STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. - THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION ow THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. ao STREET FLOW DEPTH(FEET) = .51 ow HALFSTREET FLOOD WIDTH(FEET) = 12.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 at PRODUCT OF DEPTH&VELOCITY = 2.07 STREET FLOW TRAVEL TIME(MIN.) = 6.82 TC(MIN.) = 19.57 ow 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.959 "w SOIL CLASSIFICATION IS "A" "� RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm( INCH/HR) = .4850 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 34.35 m EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm( INCH/HR) = .47 mi. TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 35.52 END OF SUBAREA STREET FLOW HYDRAULICS: ow DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 17.38 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY = 2.86 �� m **************************************************************************** ow FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 6 MI >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< "w UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 "o STREET LENGTH(FEET) = 1320.00 CURB HEIGTH( INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 moo DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 II INTERIOR STREET CROSSFALL(DECIMAL) = .020 or OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 M ow **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 46.87 STREET FLOW MODEL RESULTS: PO NOTE: STREET FLOW EXCEEDS TOP OF CURB. No THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. PI THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .65 ow HALFSTREET FLOOD WIDTH(FEET) = 19.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.11 PI PRODUCT OF DEPTH&VELOCITY =. 3.31 mi STREET FLOW TRAVEL TIME(MIN.) = 4.31 TC(MIN. ) = 23.87 011 10 YEAR RAINFALL INTENSITY( INCH/HOUR) = 1.738 ow SOIL CLASSIFICATION IS "A" RESIDENTIAL > 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 V� SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 22. 56 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH/HR) = .48 w �� TOTAL AREA(ACRES) = 46. 60 PEAK FLOW RATE(CFS) = 52.81 -- 48 -- END OF SUBAREA STREET FLOW HYDRAULICS: FLOW «ELOCITY = 5.36 DEPTH*VELOCITY = 3 57 *I*** V� FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 w� ---------------------------------------------------------------------------- >>>> 'USER SPECIFIED HYDROLOGY INFORMATION AT NODE USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN. ) = 23.87 RAINFALL INTENSITY( INCH/HR) = 1.74 EFFECTIVE AREA(ACRES) = 23.30 TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 26.41 AVERAGED LOSS RATE, Fm( INCH/HR) = .485 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 6 >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ____====== _========______=================== UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 35.61 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .71 HALFSTREET FLOOD WIDTH(FEET) = 20.00 all AVERAGE FLOW VELOCITY(FEET/SEC. ) = 3.12 PRODUCT OF DEPTH&VELOCITY = 2.20 STREET FLOW TRAVEL TIME(MIN. ) = 3.53 TC(MIN.) = 27.40 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.600 • SOIL CLASSIFICATION IS "A" RESIDENTIAL- > 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 18.47 • EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm()NCH/HR) = .49 TOTAL AREA(ACRES) = 65.00 PEAK FLOW RATE(CFS) = 41.86 mw END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .74 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.22 DEPTH*VELOCITY = 2.40 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW mw ===================-=========================����������������������======== 10 YEAR RAINFALL INTENSITY( INCH/HOUR) = 1 6O0 ~� ~- ��� . q � / SOIL CLASSIFICATION IS " ' mw RESIDENTIAL- > 5-7 DWELLINGS/AC SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA = 61.60 SUBAREA RUNOFF(CFS) = 61.84 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 126.60 or PEAK FLOW RATE(CFS) = 103.71 TC(MIN) = 27.40 • END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 126.60 TC(MIN.) = 27.40 EFFECTIVE AREA(ACRES) = 103.30 AVERAGED Fm( INCH/HR)= .49 PEAK FLOW RATE(CFS) = 103.71 111 END OF RATIONAL METHOD ANALYSIS as ow. or• 41.11 �w �r it OR Pi IMP _~ � � • ******************$********************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (ass) Ver. 5.4A Release Date: 8/21/89 Serial # 4417 MI Analysis prepared by: CSL Engin Inc. 2900 Adams Street, Suite A25 Riverside, CA 92504 (714) 785-5122 ************************** DESCRIPTION OF STUDY ************************** * 2 YEAR HYDROLOGY - DEVELOPED CONDITION * • * TRACT 14042 * * FILE # 2181 � ************************************************************************** FILE NAME: 218I.DAT TIME/DATE OF STUDY: 11:48 1/24/1991 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _____=_____ _____=____ _ _______________=________==========______ == --*TIME-OF-CONCENTRATION MODEL*-- wor. USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE( INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 as *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* lo• SLOPE OF INTENSITY DURATION CURVE = .6000 • USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = .6400 age **************************************************************************** "ft FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2 sue >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< "ft DEVELOPMENT IS COMMERCIAL me TO = K*[ (LENGTH** 3.00)/(ELEVATION CHANGE) ]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 86.10 DOWNSTREAM ELEVATION(FEET) = 78.40 ELEVATION DIFFERENCE(FEET) = 7.70 TC(MIN. ) = .304*[( 1000.00** 3.00)/( 7.70) ]** .20 = 12.752 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.421 411 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm( INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = .94 • TOTAL AREA(ACRES) = .70 PEAK FLOW RATE(CFS) = .96 -_-5 t -_ 1.*************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6 imp >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 78 40 DOWN ELEVATION(FEET) = 50 00 IN . . STREET LENGTH(FEET) = 1650.00 CURB HEIGTH(INCHES) = 6. wit STREET HALFWIDTH(FEET) = 20.00 0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 mo INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 a SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 an **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.07 SI STREET FLOW MODEL RESULTS: sal STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) - 7.80 es AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY = 1.57 dig PRODUCT FLOW TRAVEL TIME(MIN.) = 7.16 TC(MIN.) = 19.91 a 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.240 mg SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 um SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 17.61 WE EFFECTIVE AREA(ACRES) = 26.60 AVERAGED Fm(INCH/HR) = .47 TOTAL AREA(ACRES) = 26.60 PEAK FLOW RATE(CFS) = 18 um END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 12.13 4.. FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY = 2.07 a 400 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 6 111 _ al >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ii UPSTREAM ELEVATION(FEET) = 50.00 DOWNSTREAM ELEVATION(FEET) = 24.00 STREET LENGTH(FEET) = 1320.00 CURB HEIGTH(INCHES) = 6. ON STREET HALFWIDTH(FEET) = 20.00 an DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 ire INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 imo SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 MI **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.75 is STREET FLOW MODEL RESULTS: mi NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION al • THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. nm THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .53 me HALFSTREET FLOOD WIDTH(FEET) = 13.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58 MN PRODUCT OF DEPTH&VELOCITY = 2.42 STREET FLOW TRAVEL TIME(MIN.) = 4.80 TC(MIN.) = 24.72 so am 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.090 SOIL CLASSIFICATION IS "A" 0111 RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 at SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 10.88 EFFECTIVE AREA(ACRES) = 46.60 AVERAGED Fm(INCH/HR) = .48 Os TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 25.60 END OF SUBAREA STREET FLOW HYDRAULICS: _ im DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 14.38 -_ �� ^~ FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH*VELOCITY = 2.48 I **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 USER SPECIFIED HYDROLOGY INFORMATION AT NODE = _____===_____=================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 24.72 RAINFALL INTENSITY(INCH/HR) = 1.09 EFFECTIVE AREA(ACRES) = 23. TOTAL AREA(ACRES) = 46.60 PEAK FLOW RATE(CFS) = 12.80 AVERAGED LOSS RATE, Fm(INCH/HR) = .485 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL �� CONFLUENCE ANALYSES. **************************************************************************** AI FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 6 f >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA _ UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 20.70 STREET LENGTH(FEET) = 660.00 CURB HEIGTH(INCHES) = 6. � STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 Pm INTERIOR STREET CROSSFALL(DECIMAL) = .020 �ne OUTSIDE STREET CROSSFALL(DECIMAL) = .040 Ion SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 16.92 S TREET FLOW MODEL RESULTS: : NOTE: STREET FLOW EXCEEDS TOP OF CURB. isw THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. r � THAT IS ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 16.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 ime PRODUCT OF DEPTH&VELOCITY = 1.42 STREET FLOW TRAVEL TIME(MIN.) = 4.55 TC(MIN.) = 29.27 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = .985 SOIL CLASSIFICATION IS "A" RESIDENTIAL- > 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 8.27 EFFECTIVE AREA(ACRES) = 41.70 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 65.00 PEAK FLOW RATE(CFS) = 18.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 17.38 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY = 1.51 mm **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 �� �� >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW =====________===_____=================================================____-_ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = .985 SOIL CLASSIFICATION IS "A" RESIDENTIAL- > 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA(ACRES) = 61.60 SUBAREA RUNOFF(CFS) = 27.69 EFFECTIVE AREA(ACRES) = 103.30 AVERAGED Fm(INCH/HR) = .485 TOTAL AREA(ACRES) = 126.60 - C(MIN) = 29.27 1: ============================================================================ END OF STUDY SUMMARYz TOTAL AREA(ACRES) — 126.60 TC(MIN.) = 29.27 EFFECTIVE AREA(ACRES) = 103.30 AVERAGED Fm(INCH/HR)= .49 PEAK FLOW RATE(CFS) = 46.44 END OF RATIONAL METHOD ANALYSIS OM fi irio �� �� �0 !I __ 1 r CATCH BASIN CALCULATIONS imo • L c . k4 err ' o Page 1 iii • r Mr C. B. * e 1.101, I S !: CURB OPENING (S UMP) I: I: Given: (a) Discharge Q loo = (1 . 0 CFS til (b) Curb type "A -2" "D" 4" Rolled 6" Rolled d taw i (c) Street width = ;Co curb to curb iiii Solution: kr H (depth at opening) _ /0 inches h (height of opening) _ 6.5 inches +rsr B/g m l ° / (0.5 = 1.5 4- 10 . From Chart: !! Q /ft. of opening = 0.e) CFS L required = 11. O / 2.O = 5 7 0 ft. US L= ED ft. I! I! * I! . II — 1 — . E ttiefm,:ilt,.;.,, .d ill iti • T Z : . C.B. # e NO oe 0 CURB OPENING ( Interception ) Given: (a) discharge Q roo = 9.2 CFS (b) street slope S = . 0 0 4a fie . (c) curb type 400 " S " cf• (d) half street width = ' D ft. Awl . Solution: • Slz= c -Z-• .064'Z T2-= / 4 1 Therefore y=1 0 3 Q /i _ • 3 L = `l•Z / • ;9 = (6. 51 (L for total interception) TRY: L Z I • ft. • I I. = __ i = _. = 1 I • • 3 a/y = .33/ = I 1 . • Qp X = CI r 2 CFS (Intercepted) • Qc= - = 0 CFS(Carryover) E . • E _ E . • ' r 2. • iii 1 3 iii C. B . ii KI.E . j • CURB OPENING ( Interception ) iii Given: (a) discharge Q loo = / 2. CFS +''1 (b) street slope S = O. oO 42 S i' (c) curb type "D" 8 "c F• • (d) half street width = 20 ft. iii[ ' Solution: imi Q /S` 12.5 I (.oa4z- ) yz = 1 92. Therefore y4 O. c=3 Q/L = • L. = I Z - / • 673 = 19. 8 (L for total interception) lit TRY: I'P 2 i • ft. Lift, _ / ____. =1 I . • r aIy = .33I = 1 t . aid SIQ = Q X = /2•5 CFS (Intercepted) Qc= - - 0 CFS(Carryover) i . • i . .. _ • i - - I - . _ ?age 4- a� /� c. B. $ ��" N ODE • C U R B O P E N I N G ( S U M P ) Given: (a) Discharge Q loo = / !•'Z CFS (b) Curb type ilaBO "D" 4" Rolled 6" Rolled S C•F i (c) Street width = 40 0 curb to curb Solution: H (depth at opening) = /2 inches • h (height of opening) = 8.5 inches H/h (2. /s•5 = , From Chart: Q /ft. of opening = 2. 8 CFS L required = / qZ / Z•9 = 6.$9 ft. U SE L Gin ft. Q- — : . . . • ,14 • c3e S i t no • C.B. H e ►.IODE _2Z CURB OPENING ( Interception ) hi Given: (a) discharge Q /co = 13•¢ CFS (b) street slope S = • 0 ¢5 ' /' iii „ ' (c) curb type "D" 8 cF- n iii (d) half street width = Z o t ft. Solution: Q /Srz= 13.4 /( .04-5 r 103.11 Therefore y =+ D. ¢6) . iw+ Q /L _•4¢ L = 13.4 / .4 = 30.4 (L for total interception) so TRY: Le 25 • ft. L /I , _ ze / 6.4S = l 0.92 I • �- a/y = .33/ , 46 _ 1 0.12 L QIQ = D. q S . • . Q D. e7 5 X ( = 1 2.7 CFS (Intercepted) L Qc= 13.¢ - (Z. = O. CFS(Carryover) ; . _ _ i . . . . ' E -- 5 — N . . pok„ 6, C • B . 0 e tuts:- 23 ii;! • CURB OPENING ( Interception ) Given: (a) discharge Q rot = 6,8 , CFS iiii (b) street slope S = . 0 a 48 ' / (c) curb type 'A -2" "D" 8 "•F• (d) half street width = / 8 ft. • ; . Solution: aa la; (VP= 6, $ /(, 00 46 ) '?5, I S Therefore y=1 0.52 1 tai 1 ' Q /L s p, s0 .• L = 6, s / 0. 5 Q = I ?• 6 (., for total interception) ii" / 4 . ft. • TRY: Lpa � . 7 a/y s .33/� a t I I. iii' cQ . Q X a a. g CFS (Intercepted) ; . QC • _ 0 CFS(Carryover) i • . . . ;. . • i . i . --• sl c 1 &igh/ of 0 (hJ in feel • ti ti b ■ ■ Ib V, 4, {\ (1 IT q v; 4. I I , 1 , , r 1 • r . r t 1 r , r . k J 41 f l t,. 1 .1,,, 1 ,..1 h ►, ,,I , riI 1 k i � �, I ) . ) ,1 1 , 1 1 . 4, �- `` . 1V Iv w\ w A A t 1n ch Ch -.J 7.4 co ∎p O k Q � N• t% lT \ Vh .n v, (r, t ■ FN % //sigh/ of gocnirxj \el> in /nc /ie� • \ • \x i 'c _ . \ -. w \� I t \ tril . .. \ \ r` CapaC %/y per fool of /cng /h of gocoffy tali) in cis s ,ocr• foot c, 4 ` 1 ii + s ,- i?.. 1 O 6 ON tv i u \ � \ 0 � tr O b W o+ 0 4 1 ‘ O 'p M I. ► 1 I I, I t 1 I I, I►1.1 1 I I 1 i I ,`ti 1 1.1 lid 1 t t X 11 1 I 1• i i 1 �l ; • \ ` \ f V1, ti w e 0 �3 y ` .c c u . . ..3. t ` 4.4' C O ro rn Rolho of o/h of wok,. al 4oening /o heegh/ of cceneno CH /k) iii \f//f/ J 1 ' I , • 1 1 . t . 1 c i rT1 . j 1 I I r r 1 1 i ( I I t . U 1V N W {\ o. v i;),:i iD O •• iv `� L • a • 1 $ • . • DEPTH OF FLOW - y -FEET . • .:r . .01 • • .CL .03 .04 .05 .06 .06 .10 .2 .3 4 .5 .6 .8 10 • 1 - 1 -- -- t - -1- -- I I C � �- __ 1. ' / • _(a) DISCHARGE PER FOOT OF __ - -- -. ! ; • / /A _ ;_LENGTH OF CURB OPENING -•.. j; / - •s • _r INLE TS WHEN INTERCEPTING _�-- �.__ _ 4 - -• I00 % OF GUTTER FLOW -1- =-- -I -_ , / i . ..___I___k_,_ _ _ 71. ! -, - I l i .3 • ...• 1 I & I �, / Ht I I ,- 0 ', : / r / �. • 1 I .• -_ ' � T5 • v 1 /11 a .lo r c 111/4111111111111 11H111111 . ,, 11111111111111 ..:� , 7 r AIM 0 1 11111111111111111 1 .__I____ 1 -1... _ __ I �-1 / r 4•-• ' - t - . ' . J_ ( .06 % �. .0s 1 I - J - r/ : -I.-, -- - ;- + - - ■ 1 I �- 1 I oa • i , I / /I 1 I __ ■ ' I 1 y I I ■ I. /• . . I I _ ' I / .,' 1 (- 11 i I I .01 , II 44-..1..... -- -j i 1 ... ` ? . -_ I _ Q ' ' , . �, ■■■ vy� 1 .6 _(b) .• ' 1 "C - - -- . .UC . 6 _ ■ - -- . �'.. I _ I _ _. 1 . • • • , PARTIAL INTER.- � o ? ,, i I I �; __I� ;a i. CEPTION RATIO. - i . ._� ! I - - :i - ` ; ; '7- ! • l: FOR INLETS OF 1 � !� �' 4' I• • • I 11 io I T I • L ENGTH LESS 1 /� I I , . .2 I# THAN L • I I . 1 I ,' / I I i • - 1 , o I • I 1/ ,+ •I I .10 . • .05 .06 .08 .10 .2 .J .4 .5 .6 .8 10 _a_ TABLE BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS • DIVISION TWO WASH., 0. C. • ON CONTINUOUS GRADE • Z . co < . Z co 0 0 • Z 0 III —I III 0 vie rit ins E g t i II Al ;11 VI IPS IR111 DETENTION BASIN CALCULATIONS This report will base its computations upon the AES software for "small area unit hydrograph model ", and upon the longest time of concentration for the offsite hydrology (developed condition). The time of concentrations for each storm is as follows: 100 year Tc = 25.10 minutes 25 year Tc = 26.27 minutes 10 year Tc = 27.40 minutes 2 year Tc = 29.27 minutes The software program requires the input of the Fm and Y values and also the point rainfall values for each storm event. For detention basins the Flood Control District recommends the use of A.M.C. III. bi From figure C -3 of the Hydrology Manual the CN value for the id natural cover "grass" poor designation is 67, and the CN value for the urban cover "residential" designation is 32. These values correspond to A.M.C. II and need to be converted to A.M.C. irk III. Using Table C.1 on page C -10 of the Manual yields the CN values for A.M.C. III of 85 for the natural cover and 52 for the urban cover. 3 3 'e } .x Curve (I) Numbers of Hydroloftic Soil -Cover Complexes For Pervious Areas -AMC II Quality of Soil Group Cover Type (3) Cover (2) ` A B C D NATURAL COVERS - A Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparral, Broadleaf Poor 33 70 $0 ES (Manzonita, ceanothus and scrub oak) Fair 40 63 73 $1 Good 31 37 71 .. .73 iii Chaparral,•Narrovleaf Poor 71 82 88 91 (Chamise and redshank) Fair 33 72 81 $6 Grass, Annual or Perennial G Ni Neer (f) 7$ 36 89 IS Fair 1 69 79 84 Good 3$ 61 74 SO lit Meadows or Cienegas Poor 63 77 Es U (Areas with seasonally high water table, Fair 51 70 80 $4 principal vegetation is sod forming grass) Good 30 33 71 78 am as Open Brush Poor 62 76 84 U (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 4.4 Good 41 63 73 $1 . Ili Woodland Poor 43 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 . 79 • "" Canopy density is at least 30 percent.) Good 23 33 70 77 s' .., Woodland, Grass Poor 37 73 82 $6 ill (Coniferous or broadleaf trees with canopy Fair 44 63 77 82 density from 20 to 30 percent) Good 33 38 72 79 " URBAN COVERS - ill Residential or Commercial Landscaping Cu s 3i Good 0 36 69 73 an (Lawn, shrubs, etc.) ' Turf Poor 33 74 83 87 (Irrigated and mowed grass) Fair 44 63 77 32 Good 33 38 72 79 Iiiii AGRICULTURAL COVERS - Fallow 77 86 91 94 (Land plowed but not tilled or seeded) di lit SAN BERNARDINO COUNTY CURVE NUMBERS _ FOR HYDROLOGY MANUAL PERVIOUS AREAS "" C-6 Figure C-3 (I of 2) - -2 - ; . ell Ili TABLE C.1. CURVE NUMBER RELATIONSHIPS CN for Corresponding CN for AMC Condition as AMC ill Condition II I III 100 100 100 • 95 87 99 90 78 98 85 70 97 80 63 94 75 57 91 70 51 X 85 65 45 83 60 4U 79 55 35 75 50 31 70 an 45 27 65 di 40 23 60 35 3Z 19 55 , 30 15 50 52 25 12 45 ill 20 9 39 15 7 33 "" 10 4 26 tor 5 2 17 0 0 0 w.. no C.6. ESTIMATION OF LOSS RATES . Flom e+ In estimating loss rates for design hydrology, a watershed curve number e ,, (CN) is determined for each soil -cover complex within the watershed using mi Figure C - 3. The working range of CN values is between 0 and 98, where a low CN indicates low runoff potential (high infiltration), and a high CN o, indicates high runoff potential (low infiltration). Selection of a CN takes into account the major factors affecting loss rates on pervious surfaces including in the hydrologic soil group, cover type and quality, and antecedent moisture MI condition (AMC). wi illi Also included in the CN selection are the effects of "initial abstraction" (la) „ which represents the combined effects of other effective rainfall losses di including depression storage, vegetation interception, evaporation, and trans- i piration, among other factors. di mg C -10 The next step is to tabulate the point rainfalls for each storm event corresponding to various time intervals. Using the Isohyetal Maps, figures B -1, B -2, B -3, B -4, B -5, and B -6 from the Manual the following values are yielded: 2 year (6 hour) rainfall = 1.75" 2 year (24 hour) rainfall = 3.35" .,� 10 year (1 hour) rainfall = 1.00" 100 year (1 hour) rainfall = 1.51" • 100 year (6 hour) rainfall = 3.90" 100 year (24 hour) rainfall = 9.00" Now utilizing this data, plot the numbers on figure D -2 for each frequency storm and for 1 hour, 6 hour, and 24 hour values. Also, using the appropriate values from these plots, prepare a log log graph to provide the values for the 3 hour(180 min.), 30 minute, and 5 minute rainfall. The results taken from these figures and graphs are as follows: ri 2 yr -5 min. = 0.15" 2 yr -30 min.= 0.43" 2 yr -lhr. = 0.64" , a Mi 2 yr -3 hr. = 1.18" 2 yr -6 hr. = 1.75" 2 yr -24 hr.= 3.35" 5 yr -5 min. = 0.23" 5 yr -30 min.= 0.60" 5 yr -lhr. = 0.87" ' 5 yr -3 hr. = 1.57" 5 yr -6 hr. = 2.29" 5 yr -24 hr. =4.74" 10 yr -5 min. = 0.27" 10 yr -30 min.= 0.69" 10 yr -1 hr. = 1.00" 10 yr -3 hr. = 1.80" 10 yr -6 hr.= 2.63" 10 yr -24 hr.= 5.68" AA 25 yr -5 min. = 0.32" 25 yr -30 min. = 0.82" 25 yr -1 hr. = 1.19" .., 25 yr -3 hr. = 2.12" 25 yr -6 hr. =3.09" 25 yr -24 hr. =6.89" "i 100 yr -5 min.= 0.42" 100 yr -30 min.= 1.06" 100 yr -1 hr. = 1.51" 100 yr -3 hr. = 2.70" 100 yr -6 hr. = 3.90" 100 yr -24 hr.= 9.00" a1i -4- d . . . . • : . . • : - g V- .., 1 It ( I I . , . ‘ . - • ....." .• `7k -.4 zol ' 1 i i 5. 1 • -4 iit -k- -4 -- . ''s `.‘ 1- - -- i . 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REFERENCE'NOAA ATLAS E, VOLUME XL- CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE 0 -2 6.8 6.5 6.5 (241}021 . X0.0 6.0 H 5 .,8" 4 5.5 5.5 v) W 0 2 z = 5.0 5. a 0 4.74 J JO 4.5 �� 45 . 4.0 ../ r 4. . /! / / // 3.5 - 3.5 3.35,E , . 3 . 0 - - 3.0 2 . 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE' , 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PEROOQ FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR• 0.95" AND 100 -YEAR CNE HOUR • 1.60 ", 25 -YEAR ONE HOUR 81.16 ". 1 REFERENCE 'NO A A ATLAS 2, VOLUME II- CAL.,19T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE 0 -2 -12-- r 10.00 10.00 RS 9.5 9.0 9.0 U Z Z = 8 .5 8.5 1- a W 0 J $.0 8.00 � 6.0 • • �s 7.5 C 24- HOUR 77.0 / T 7.0 6.5 - G•5 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE' 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND I00 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR • 0.95 AND 100-YEAR CNE HOUR • 1.60 , 25 -YEAR ONE HOUR • I.le. REFERENCE 'NOAA ATLAS 2, VOLUME Xe- CAL.,I9T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE D -2 _'3 - So 4 loo 15 ZOO 25 Sa 40* SO 600 /0420 10 1 ::: iiii =i_iix'ia : : ::: :3:15=0 =3 =zassss: _ ; ..... : - :3: " :@3= $:::i 3:: i1: 9: ii::i== :E= ■::3i1:::i::: " = = = = 10 1 C ; _— _ !! ...1 ih:1111:11331: i ll = ...n : :.. ; . «. ---` .. 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The input data required for this program are the soils type, the CN number corresponding to A.M.C. III, and the acreage. Since the acreage does not affect the output data this report has used a simple figure of 10.00 acres. The results of the following computer print outs are as follows: 2 year - undeveloped Fm = 0.296 Y = 0.437 5 year - undeveloped Fm = 0.296 Y = 0.340 10 year - undeveloped Fm = 0.296 Y = 0.296 25 year - undeveloped Fm = 0.296 Y = 0.253 100 year - undeveloped Fm = 0.296 Y = 0.202 2 year - developed Fm = 0.371 Y = 0.503 10 year - developed Fm = 0.371 Y = 0.422 25 year - developed Fm = 0.371 Y = 0.388 100 year - developed Fm = 0.371 Y = 0.340 (. ' I ACTUAL IMPERVIOUS COVER 1 �, Recommended Value For Average Land Use (1) Range- Percent Conditions- Percent (2) Natural or Agriculture 0 - 0 j-•- -- Public Park 10 - 25 15 School 30 - 50 40 Single Family Residential: (3) 2.5 acre lots 5 - 15 10 1 acre lots 10 - 25 20 2 dwellings /acre 20 - 40 30 3 -4 wellin s /acre 30 - 50 40 5 -7 dwellings acre ' )5 - 55 56 — 8 -10 dwellings /acre 50 - 70 60 4 More than 10 dwellings /acre 65 - 90 80 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business or Industrial 80 - 100 90 • Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to • a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials In place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. SAN BERNARDINO COUNTY ACTUAL IMPERVIOUS COVER FOR HYDROLOGY MANUAL DEVELOPED AREAS C Figur• C -4 20 ° ************************* NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTrON ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Relea Date: 1/20/90 S # 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 ° ~�� \I �� �� fe -- [^��� �� �- *** NON-HOMOGENEOUS WATERSHED AREA AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.35 (inch SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.00 100.00 85 67.) .296 .563 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .296 AREA-AVERAGED LOW LOSS FRACTION, Y = .437 ( ° ******************************************************************* NON-HOMOGENEOUS WATERSHED AREA-AVERA LOSS RATE (Fm) ° AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by: ° CSL Engineering, Inc. 2900 Ad Street, Suite 25A Riverside, CA 92504 �� �� _ \ � �� T� F � �� �� [[� „--,, / �v `- ~~ . _ �, �~ __ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 4.74 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.00 100.00 85.( 67.) .296 .660 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .296 AREA-AVERAGED LOW LOSS FRACTION, Y = .340 _22- — _- ************* NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1999-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 SeriaI # 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Stret, Suite 25A Riverside, CA 92504 . YEP\ _ - -- _ __ --~- *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 5.6S (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acr PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.00 100.00 85.( 67.) .296 .704 TOTAL AREA (Acrs) = 10.00 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .296 _ AREA-AVERAGED LOW LOSS FRACTION, Y = .296 **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LO RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 ° Analysis prepared by: CSL Engineering, Inc. 2900 Adams Stret, Suite 25A Riverside, CA 92504 n��� ~ (Y������y��\ �[��� T ��r� '�� �� ` �� ~_n �~ �^�v �� *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 6.89 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.00 100.00 85.( 67.) .296 .747 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .296 AREA-AVERAGED LOW LOSS FRACTION, Y = .253 "~ ' ° ****************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 ° } �ly � / [� � - /�� ( ) ��` �`� I�� � [ --- / �� �� C��� Y~� � u�� T Tl\� — = . •� �� �� n �� �� � �� \� *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.00 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.00 100.00 85.( 67.) .296 .798 TOTAL AREA (Acres) = 10.00 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .296 ' - AREA-AVERAGED LOW LOSS FRACTION, Y = .202 ~^ _ �- ��� ************************************* NON HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial * 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 �� x����� -_—`���[� �� c�_. / �~/ � \`` l'� sc-�" ~^���� ` ~� �� *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.35 (inches) ° SOIL-COVER AREA PERCENT OF SCE CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 10.00 50.00 52.( 32.) .742 .497 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LO RATE, Fm (in. /hr.) = .371 AREA-AVERAGED LOW LOSS FRACTION, Y = .503 -26> ° ************ NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS Cr.) Copyright 1989-90 Advanced Engin Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by ^ CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 ° \ r-� ~������ ��' �� � �� ��Z� \ `~/ ' �_^' `'^-- -- ~-~ �-`� r �~ �~ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: ° TOTAL 24-HOUR DURATION RAINFALL DEPTH = 5.68 (inche SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 10.00 50.00 52.( 32.) .742 .578 TOTAL AREA (Acres) = 10.00 AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .371 AREA-AVERAGED LOW LOSS FRACTION, Y = .422 ° --2:7_- . - � " 114 ***** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) ] AND LOW LOSS FRACTION ESTIMATIONS (c) - Copyright C i ht 1989 90 Advanced Engineering Software (aes) Ver. 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 e�_ ,~`���-«~� �~�%��xy���| ������'�� z �� � �� • �� \�_ ~— ���� n �� �~~— x �� ~ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) wiR AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 6.89 (inches) 404 ^. SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr. ) YIELD 1 10.00 50.00 52.( 32.) .742 .612 00 TOTAL AREA (Acres) = 10.00 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .371 AREA-AVERAGED LOW LOSS FRACTION, -. = .388 i• • • 00 �� w ~ - ' _ _ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTrON ESTIMATIONS (c) Copyright 1989-90 Advanced Engineering Software (aes) Ver . 1.0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by 0� CSL Engineering, Inc. 2900 Adams Street, Suite 25A Riverside, CA 92504 ml \ �� y�� u����" --(c) / ^ �\ � �� `^� � «�~ ( NC "?- - �~�~�-^~�~ �_~~x Eb *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: ° TOTAL 24-HOUR DURATION RAINFALL DEPTH = 9.00 (inches) mm SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr. ) YIELD am 1 10.00 50.00 52.( 32.) .742 .660 TOTAL AREA (Acres) = 10.00 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = .371 AREA-AVERAGED LOW LOSS FRACTION, Y = .340 VI cr .1► Ai lifi Now the AES program for small area unit, hydrograph and the detention basin routing require two graphs or input data. The first graph is the depth versus volume data and the second graph is the depth versus outflow data. Both of these graphs are based upon the depth of water above the flowline of the outlet pipe. DATA FOR DEPTH VERSUS VOLUME: D = 1.1 ' V = 0.2 acre -feet . D = 1.5 ' V = 0.6 acre -feet D = 2.3 ' V = 2.4 acre -feet D = 3.0 ' V = 4.0 acre -feet • D = 3.8 ' V = 6.3 acre -feet D = 7.2 ' V = 15.0 acre -feet D = 11.3' V = 25.8 acre -feet D = 16.1' V = 38.4 acre -feet eir DATA FOR DEPTH VERSUS OUTFLOW: ,•• (REFER TO THE FOLLOWING PAGES FOR COMPUTATIONS AND THE GRAPH) D = 1.1 ' Q = 5.0 cfs D = 1.5 ' Q = 10.0 cfs D = 2.3 ' Q = 20.0 cfs oft D = 3.0 ' Q = 30.0 cfs �., D = 3.8 ' Q = 40.0 cfs D = 7.2 ' Q = 50.0 cfs D = 11.3' Q = 60.0 cfs • D = 16.1' Q = 70.0 cfs 1 _30 a " CSL ENGINEERING, INC. ii CIVIL ENGINEERING • SURVEYING • LAND PLANNING BAS /A/ STORAGE' GRAPH 1 : 14 I 1 f -r-- - 1 - [ f i vi r Z I OM H I- r , , r r r. h i-- 0. r r i 1:: 71:- = a. -- — -- t ; _ _ __ t `� f : t -- r I if 1 — iiii mi =E 0 2 4 6, 8 io /Z -_ f4 _ V VOL UME of STOR (1c-Fr) ELEV. = lz.50 / .. � = — 31 -- L 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 ai CSL ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNIN BAS /A/ OUTFLOW GRAPH 14 ; Lk {2 - 10 pow-- 8 W rft 4 4 - - - - -- -- --- - - - - -- - -- 1111 0 IP. 1 — O - to zo 30 40 - -So Go 70 ELEV. 11 12.50 Q , OUTFLOW of BA S /t.t (C. I 5) PoR D =0 —32 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 ,d CSL ENGINEERING INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING EX/ST /N G I OUT ' ?- . , R ) N. 0 we 1.1 iii STRUCTUR E o i ,v . ,,o 0 .._.___# , SF J - Mg 2 O /�0�� 247 .0:0. \, 50, le ttf, ri' =4.50, RwEwe/ ASIAper svd /24 d = 2.12 , 09.59FL• iiii evil _ - 4 No i Rl III „ iii - ;� :1 1 1 � � y k w b y , t l . / t . P � s 1 Z 4 i _ad.- 7 ' l ir (, . w7 (s .f.) (09.94,1A74. 4 ! 6 _� ti 201 69 (�,�. 4 T "kki - -kw 09.42 I. e.. /Z c. ff. , dt 047' • - s 25#49. N. 35)7:6. 6 v w '09.36 AG. © Z5+64.31 0o.2s4 T. G. 09.28 AG. /e"4.4:141$17.4. • j N.T. iii U • • r 4 .i :"c.T. 09 L . d5 TG. o9• /d F T • 1 d • -- Ex•S"'Gvrb ?/d"Gi /leer oft 11i -33 • li 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 ... CSI, ENGINEERING, INC. iii CIVIL ENGINEERING • SURVEYING • LAND PLANNING EX ST /\! G .0 U7 - 6 E ST ZVc. E St bcal -; - - . ; - .6 51c-c - e%) a 1 4 -- - • / C /r. x 2"'C /r. Z "Cb -�. - :a 4 Ears® /8"c"-c W bps 6 3 "C'-C r" G. JVSZ• S0' 7 4.3'0' . �. ,Dix'. 5 /r. O fai l E , Akk: 6- Der , Spa - 251`10.)610 /a 25185.45 3)33 T- 4 "a/ el fa 0" all ^ ilAA mac. = 4A?o /I orld Altar = 4,0,k sI .6.094 vis�g.Seedoiss of &, ,4�e al 71.415 M'4 Comic. ¢ 3I00, A ant/ .Pea,- --110. FR - -- 0! -34-- • 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 1-1 CSI ENGINEERING, INC. ai CIVIL ENGINEERING • SURVEYING • LAND PLANNING • 1 i1 ill i 7 i T 7,4 f - 1 2:4 1, 4.54 v • �, U t h - - /315 4- , m j • iii: � •v 0 O 0 E� � '�� "� - � � . �, � 0 4.E i , • 13/0- . z • . -- ; 0.0023a , do: . V /..30-----: / ki% • v c ?. $ 1 q t R . T - w yogi e a'$i o . • ��� • t fi SML•i o.., o (Oh 4 /P.� SSG.f D isc. S! _� 3o R.GP r."--_ • / / c *.ks Norii . l'i. 40 - iii EX /5 77/VG Vcrf. : iii ' • . .a D. o POW Drab' /e MR ii irri —3 5 - isi 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180. iii csL ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING gli ii - ,/VA L Y ZE EX I T1 N G . 001 s vim -rv12E /0.35 T. (.1 x 1 0.62 sow`? 7 - @ 25 + G9 J , FL. 11747' - - �, 4.50' )( OA= . o t 3 ) gil L i 1. • L = /6. 45 'i KAV* = Z13. 41 , S = • oo ? (16.37 soFP.T -• - I a ' A= 9 P = X 0.9 6 - - 25 f- 85. 4S ,e-7.39 f�• - ow 4 1..5 0 i ikil t. = 84.55', K AV G ,= 575. 60 / S. . - - o0 3 I //. 7/ SoFFI? A ,.54 =p_- 13.24 : - .. 26 f 7O 2.12' K = 76. • ---: I So kii ♦- - A - 846 , o / 11.72 oFFrr - - - A= `Loo - 'F= -73. * 24 +'71 9 72 FL . 2•� E I K = 805. I 0 1 .4-..0 ,i, al • L"- I ¢' , KAvG. = 407. 60 S, g .018•1 _ hi 1 saffFa. 1Z. 47 A 4.91 K= 4!0.20 c - e - a 24. 4-q1 ,‘,.. F1.. 9 -97 = 52•' , K = elio. zo , ss. .01 87 E 27 1 — A---L 43 re. _ /Z.so so rr Is.eo e Iatei 2 900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 —36 ~` F V 5 | 5P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING LINE ND 2 IS - TRACT 14042 - 11=0 HEADlND LINE NU 3 lS - FILE 0 218 :1 :1 PR PR pm [ &- 0 }0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(I) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 .00 .67 4.50 .00 .00 .00 CD 2 3 0 .00 .98 4.50 .00 .00 .00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 1! CD 4 3 0 .00 2.00 4.50 .00 .00 .00 CD Cu 5 4 2.50 MS di III sm • • FPS poR 6 �rir —31— s F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET t t l MO U/S DATA STATION INVERT SECT W 5 ELEV 2569.00 9.35 1 10.35 m'! ELEMENT NO 2 I5 A TRANSITION l t $ U/S DATA STATION INVERT SECT N 2585.45 9.39 2 .014 ELEMENT NO 3 IS A TRANSITION t t l U/S DATA STATION INVERT SECT N 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION l i l U/S DATA STATION INVERT SECT N 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION # l t U/S DATA STATION INVERT SECT N 2691.00 9.97 5 .014 ELEMENT NO 6 IS A REACH t t t .. U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN i 2743.00 12.50 5 .013 .00 .00 .00 0 10 ELEMENT NO 7 IS A SYSTEM HEADWORKS l 1 U/5 DATA STATION INVERT SECT W S ELEV "" 2743.00 12.50 5 12.50 This software prepared for: CSL Engineering p.. tt# all# all ttll tt ttl ttttttttitlttittititittIttttttl #alit #tttltttttttttittt 11 WARNING NO. 2 1i - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDNKDS, W.S.ELEV = INV + DC M" • irr om tei I 04 L — 37-- eye F0515P PAGE 1 In WATER SURFACE PROFILE LISTING NO WATER: SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE TRACT 14042 - 0 = 5 C.F.S. FILE # 218 T ENERGY CRITICAL r • STATION INVERT DEPTH I.S. 0 VEL VEL ENERGY SUPER CR�TI A.L MGT/ BASE! ZL NO AVBPR 1O ELEV OF FLOW ELEV HEAD MEL, ELEV DEPTH DIA ID NO, PIER L /ELE`! SO SF AVE HF NORM DEPTH ZR ▪ # # #} # # # # # ## #4444 # ## #4444 # # # #1 #414# #1 #41 ##111 #41 # # #1 #14 441 #1# # #41 #4# # #1 #114 #11 #1 # #4 #4 # #4 # # # # #1 #114 #441 #4111##444# #44111 # # # # # #41 # # #4# 2569.00 9.35 1.000 10.350 5.0 1.66 .043 10.393 .0 0 .337 .67 4.50 .00 0 .0 TRANS STR .00243 .000823 .01 .00 4i; 2585.45 9.39 .999 10.389 5.0 1.13 .020 10.409 .00 .337 .98 4.50 .00 0 .0 TRANS STR .00237 .000351 .03 .00 2670.00 9,59 .822 10.412 5.0 1.35 .028 10.440. .00 .337 2.12 4.50 .00 0 .0 TRANS STR .01857 .000434 .00 .00 "I 2677.00 9.72 .686 10.406 5.0 1.62 .041 10.447 .00 .337 2.00 4.50 .00 0 .0 1 TRANS STR .01786 .00 2691.00 9.97 .406 10.376 5,0 9.65 1.447 11.823 .00 .738 2.50 .00 .00 0 .0 15.91 .04865 .042972 .68 .400 .00 2706.91 10.74 .416 11.160 5.0 9.29 1.341 12.501 .00 .738 2.50 .00 .00 0 .0 u m 10.29 .04865 .038157 .39 .400 .00 2717.20 11.24 .4.0 11.675 5.0 8,87 1.220 12.895 .00 .738 2.50 .00 .00 0 .0 *l 6.27 .04865 .033340 t .40 .2. .400 .00 IN 2723.47 11,55 .445 11.995 5.0 8.46 1.111 13.106 .00 .738 2.50 .00 .00 0 .0 4.40 .04865 .029135 .13 .400 .00 " 2727.87 11,76 .460 12.224 5.0 8,06 1.010 13.234 .00 .738 2.50 .00 .00 0 .0 e l 3.30 .04865 .025442 .08 .400 .00 2731.17 11.93 .475 12.400 5.0 7.68 .916 13.316 .00 .738 2.50 .00 .00 0 .0 ,.■, 2.55 .04865 .022217 .06 .400 .00 6. 2733.72 12.05 .491 12.540 5.0 7.33 .835\ 13.375 .00 .738 2.50 .00 .00 0 .0 2.01 .04865 .019416 .04 .400 .00 oft oft 1 err N NO NO NO Ni woo - 40 PR IA F0515P PASS 2 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE ON TRACT 14042 - D = 5 C.F.S. FILE # 218 r STATION INVERT DEPTH N.S. 8 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AV3PR ii ELEV OF FLOW ELEV HEAD 6RD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEN SO SF AVE HF NORM DEPTH ZR #########################################################################M######################## # # # ## # # # # # # # # # # # # # # ## # ## # # ##### 2735.73 12.15 .508 12.654 5.0 6.98 .757 13.411 .00 .738 2.50 .00 .00 0 .0 1.64 .04865 .016968 .03 .400 .00 2737.37 12.23 .525 12.751 5.0 6.66 .638 13.439 .00 .738 2.50 .00 .00 0 .0 Iiii 1.32 .04865 .014828 .02 .400 .00 2738.69 12.29 .543 12,833 5.0 6.35 .627 13.460 .00 .738 2.50 .00 .00 0 .0 1.09 .04865 .012959 .01 .400 .00 2739.78 12.34 .561 12.904 5.0 6.05 .569 13.473 .00 .738 2.50 .00 .00 0 .0 .85 .04865 .011330 .01 .400 .00 2740.63 12.39 .581 12.966 5.0 5.77 .518 13.484 .00 .738 2.50 .00 .00 0 .0 .70 .04865 .009911 .01 .400 .00 PR ii 2741.33 12.42 .601 13.020 5.0 5.51 .471 13.491 .00 .738 2.50 .00 .00 0 .0 ■ .57 .04865 .008664 .00 .400 .00 2741.90 12.45 .621 13.0 67 5.0 5.25 .427 13.494 .00 .738 2.50 .00 .00 0 .0 � .41 .04865 .007577 .00 .400 .00 ® 2742.31 12.47 .643 13.109 5.0 5.01 .389 13.498 .00 .738 2.50 .00 .00 0 .0 .32 .04865 .006630 .00 .400 .00 0, 2742.63 12.48 .665 13.147 5.3 4.77 .353 13.500 .00 .738 2.50 .00 .00 0 .0 iiii .21 .04865 .005799 .00 .400 .00 2742.84 12.49 .688 13.180 5.0 4.55 .321 13.501 .00 .738 2.50 .00 .00 0 .0 .12 .04865 .005075 .00 .400 .00 moli 2742.96 12.50 .712 13.210 5.0 4.34 .292 13.502 .00 .738 2.50 .00 .00 0 .0 ON .04 .04865 .004431 .00 .400 .00 OW us Ow ON 09 1 ii PI NI ii Pm ii ii -. 4.1- F0515P PAGE 3 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE TRACT 14042 - O = 5 C.F.S. FILE # 218 • STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD 6RD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR • ii# 1;##ii #i # # #ii # # #1#i # # #i #i###t# # # # # #t# tit# iii##### i# i######iit# iii#ii#i it# i# ti# i #ttitiiiitti#ii# # #t31: # #f # # #t IMI$###t # #tx#i ## 2743.00 12.50 .738. 13.238 5.0 4.13 .265 13.503 .00 .738 2.50 .00 .00 0 .0 MO " N e = 12 Hy r N GL = 13.Z9 + o.3 Z = 13,5 D 13.56 -'zso_ (.o(p, dr MO vow qumi ire OR t OR _ L -- F 0 5 1 5 P PAGE N 1 MATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 I - WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING LINE NO 2 IS - TRAvT 1¢042 HEADING LINE NO 3 IS - FILE 1 218 pm • fon • uw iM iw1 - 4 3 F0515P ,P" WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 s 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) in CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP '"" CD 1 3 0 .00 .67 4.50 .00 .00 .00 id �� CD 2 2 0 .00 .98 4.50 .00 .00 .00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2.00 4.50 .00 .00 .00 al CD 5 4 2.50 owl mOIP em • vim 00 pm o • ms 00 a pm irr ew if Pm Pw pm o Pm 44- Illli F 0 5 1 5? PAGE NO 2 PR WATER SURFACE PROFILE - ELEMENT CARP LISTING ELEMENT NC 1 IS A SYSTEM OUTLET # # t U/S DATA STATION INVERT SECT W S ELEV 2569.00 9.35 1 10.35 MN ELEMENT NO 2 IS A TRANSITION t t t U/S DATA STATION INVERT SECT N 2585.45 9.39 2 .014 ELEMENT NO 3 IS A TRANSITION # # # U/S DATA STATION INVERT SECI N 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION # t t U/S DATA STATION INVERT SECT N 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION t t t U/S DATA STATION INVERT SECT N 2691.00 9.97 5 .014 ELEMENT NO 6 IS A REACH t t t e. U/S DATA STATION INVERT SECT N RADIUS ANGLE A`iG PT MAN H 2743.00 12.50 5 .013 .00 .00 .00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS t t U/S DATA STATION INVERT SECT W S ELEV 2743.00 12.50 5 12.50 ttt# t## t# t# tt#t#ttttt##tt### tt t###ttt t## ttttt# # #tttt##tttt###t#ttt#tt#tttttt# This software prepared for; CSL Engineering *�* tt#tttttt tit#t t# t#tt ttt## t# ttit# tt tttt## ttitt tt tttttttt#tttt#tttttttttttttt #t #t WARNING NO. 2 t# - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC OR tw Sri -4s im iii F0515P PAGE 1 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE Si TRACT 14042 - 0 = 10 C.F.S. FILE # 218 u! STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HST/ RASE/ ZL NO AVBPR ii ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM 54 SF AVE HF NORM DEPTH ZR 1.1 ttt itttt t###ttl Itttttt# ttt ttt ttttttt tt# tttttttttttttttttt tttttttttt#ttttt ttttt tt# tt ttt#t tttt tt ttttttttttit #tttttttttttttttttttttttt t 2569.00 9.35 1.000 10.350 10.0 3.32 .171 10.521 .00 .535 .67 4.50 .00 0 .0 TRANS STR .00243 .003293 .05 .00 2585.45 9.39 1.114 10.504 10.0 2.27 .080 10.584 .00 .535 .98 4.50 .00 0 .0 77 TRANS STR .00237 .001110 .09 .00 ii 2670.00 9.59 1.015 10.605 10.0 2.19 .074 10.679 .00 .535 2.12 4.50 .00 0 .0 TRANS STR .01857 .00 q, 2677.00 9.72 .216 9.936 10.0 10.28 1.640 11.576 .00 .535 2.00 4.50 .00 0 .0 i i TRANS STR .01786 .064069 .90 .00 2691.00 9.97 .590 10.560 10.0 11.31 1.987 12.547 .00 1.057 2.50 .00 .00 0 .0 12.51 .04865 .037834 .47 .560 .00 WI z 1.057 2.50 2703,51 10.58 .606 11.185 10.0 10.87 , 1.875 13.020 .00 1.057 2 . 9 .00 .00 0 .0 illi 9.61 .04865 .033461 .32 .560 .00 2713.12 11.05 .627 11.673 10.0 10.36 1.667 13.340 .00 1.057 2.50 .00 .00 0 .0 am 6.74 .04865 .029259 .20 .560 .00 is 2719.86 11.37 .648 12.022 10.0 9.88 1.516 13.538 .00 1.057 2.50 .00 .00 0 .0 4.98 .04865 .025593 .13 .560 .00 0., 2724.84 11.62 .671 12.288 10.0 9.43 1,379 13.667 .00 1.057 2.50 .00 .00 0 .0 3.90 .04865 .022397 .09 .560 .00 Jr 2728.74 11.81 .694 12.500 10.0 8.98 1.253 13.753 .00 1.057 2.50 .00 .00 0 .0 3.10 .04865 .019595 .06 .560 .00 4"■ 2731.84 11.96 .718 12.675 10.0 8.57 1.140 13.815 .00 1.057 2.50 .00 .00 0 .0 iv 2.50 .04865 .017149 .04 .560 .00 Pow •W it 1 id iii PI id dd iii ems, l _46 _ Li Mt gg F0515P 'AGE 2 WATER SURFACE PROFILE LISTING INI WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE TRACT 14042 - 0 = 10 C.F.S. FILE 1 218 im STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT1 BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /E_EM 90 SF AVE HF NORM DEPTH ZR it3 # #tt ;3 #tt #13# #3#t #t# 333# t1# tt# t##t 1# tt tt# 13# 13 t13# tt 313t# tttttt3tt## 1t; tt 33 #tt;t #t ; ; #tt ; ## #1t3 #t# 2734.34 12.08 .743 12.821 10.0 8.17 1.036 13.857 .00 1.057 2.50 .00 .00 0 .0 2.02 .04865 .015012 .03 .560 .00 2736.36 12.18 .759 12.946 10.0 7.79 .942 13.883 .00 1.057 2.50 .00 .00 0 .0 111 1.66 .04855 .013145 .02 .560 .00 2 738.02 12.26 .796 13.454 10.0 7.43 .857 13.911 00 1.057 2.50 .00 .00 0 .0 1.34 .04865 .011512 .02 .560 .00 2739.36 12.32 .824 13.147 10.0 7.08 .779 13.926 .00 1.057 2.50 .00 .00 0 .0 1.08 .04865 .010084 .01 .560 .00 2740.44 12.38 .853 13.229 10.0 6.75 .708 13.937 .00 1.057 2.50 .00 .00 0 .0 .84 .04865 .008838 .01 .560 .00 i i 2741.28 12.42 .884 13.300 10.0 6.44 .644 13.944 .00 1.057 2.50 .00 .00 0 .0 .67 .04865 .007749 .01 .560 .00 2741.95 12.45 .915 13.364 10.0 6.14 .585 13.949 .00 1.057 2.50 .00 .00 0 .0 .48 .04865 .006793 .00 .560 .00 2742.43 12.47 .948 13.420 10.0 5.85 .532 13.952 .00 1.057 2.50 .00 .00 0 .0 .32 .04865 .005960 .00 .560 .00 ml 2742.75 12.49 .983 13.471 10.0 5.58 .484 13.955 .00 1.057 2.50 .00 .00 0 .0 .20 .04865 .005230 .00 .560 .00 2742.95 12.50 1.018 13.516 10.0 5.32 .439 13.955 .00 1.057 2.50 .00 .00 0 .0 .05 .04855 .004584 .00 .560 .00 ion t 2743.00 12.50 1.057 13.557 10.0 5.07 .398 13.955 .00 1.057 2.50 .00 .00 0 .0 4 pm 40 He = I.z (4 = o. q.a . P = 1.0 6, -F- 0. 48 - Ls 4- u.g kw Ili illi rn iii ii gm ii tie -- 47 Mg F 9 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MO HATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING LINE NO 2 IS - TRACT 14942 HEADING LINE NO 3 IS - FILE # 213 1 AB 1 11 III p. 0. me 10 --48 4414 «N FO515P WATER SURFACE PKOF:LE - CHANNEL DEFINITION LISTING PAGE 1 71 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE O' Z8 INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) y(8) Y(9) Y(10) so CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP so CD 1 3 0 .00 .67 4.50 .00 .00 .00 ii CD 2 3 0 .00 .98 4.50 .00 .00 .00 CD 3 3 0 ,00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2,00 4.50 .00 .00 .00 ill CD 5 4 2.50 4 0111 pm io 41 " kl MO IN :1 - 9-9 . .. . - --- - - • -- • woo EN F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ... ELtMENT NO 1 IS A SYSTEM OUTLET 1 1 1 U/S DATA STATION INVERT SECT W S ELEV 2569.00 9.35 1 10.35 77 ELEMENT NO 2 IS A TRANSITION t $ ' 1 ii U/S DATA STATION INVERT SECT ' N 2585.45 9.39 2 .014 . ; ELEMENT NO 3 IS A TRANSITION $ $ 1 ii U/S DATA STATION INVERT SECT N 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION t 1 t RK U/S DATA STATION INVERT SECT N 111 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION 1 1 1 1 . 1 1 1 1 U/S DATA STATION INVERT SECT N .t--i 2691.00 9.97 5 .014 ELEMENT NO 6 IS A REACH t 1 $ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H rug 2743.00 12.50 5 .013 .00 .00 .00 0 • :„ 40 ELEMENT NO 7 IS A SYSTEM HEADWORKS t t U/S DATA STATION INVERT SECT W S ELEV po 2743.00 12.50 5 12.50 tig tttt*****1****MMitIttt*****MtttUtt#1# , This software prepared for CSL Engineering am 111ttttttttt1111141$1111ttttttttltttt11111111tIttt111$1tt1111111ttt$111111111t 11 WARNING NO. 2 11 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC aw ii rm iiii 00 im 0- 60 i 10 ml . IP Po — 50- L F0515P PAGE 1 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE TRACT 14042 - 8 = 20 C.F.S. FILE t 218 STATION INVERT DEPTH W.S. 8 VEL VEL ENERGY SUPER CRITICAL HG'/ BASE/ ZL NO AVBFR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIE? L /ELE1 SO SF AVE HF NORM DEPTH ZR t t** t***ttt t**tt tttt* t* tt*** tttt* tttt* t** t* tttttttttt tttt** ttt* t#**t*t ttt t*t tttt*** t*** ttttttttttttttttt *ttt *tttttttt* * * *t * *tttttt 2569.00 9.35 1.000 10.350 20.0 6.63 .683 11.033 .00 .670 .67 4.50 .00 0 .0 TRANS STR .00243 .013173 .22 .00 2585.45 9.39 1,577 10.967 20.0 4.54 .319 11.286 .00 .850 .98 4.50 .00 0 .0 TRANS STR .00237 .003301 .28 .00 2670.00 9.59 1:916 11.506 20.0 2.32 .084 11.590 .00 .850 2.12 4.50 .00 0 .0 TRANS STR .01857 .000508 .00 .00 OR 2677.00 9.72 1.77? 11.499 20.0 2.50 .097 11.596 .00 .850 2.00 4.50 .00 0 .0 TRANS STR .01786 .40 2691.00 9.97 .878 10.848 20.0 13.01 2.629 13.477 .00 1.518 2.50 .00 .00 0 .0 OR 10.45 .04865 .032237 .34 .800 .00 2701.45 10.48 .903 11.381 20.0 12.51 2.429 13.810 .00 1.518 2.50 .00 .00 0 .0 00 9.41 .04865 .028593 .27 .800 .00 2710.86 10.94 .935 11.971 20.0 11.93 2.209 14.080 .00 1.518 2.50 .00 .00 0 .0 7.07 .04865 .025076 .18 .800 .00 a 2717.93 11.28 .969 12.249 20.0 11.37 2.007 14.256 .00 1.518 2.50 .00 .00 0 .0 5.53 .04865 .022002 .12 .800 .00 2723.46 11.55 1.004 12.553 20.0 10.84 1.825 14.378 .00 1.518 2.50 .00 .00 0 .0 NO 4.39 .04865 .019313 .08 .800 .00 2727.85 11.76 1.041 12.804 20.0 10.34 1.659 14.463 .00 1.519 2.50 .00 .00 0 .0 3.56 .04865 .016960 .06 .800 .00 2731,41 11.94 1.079 13.015 20.0 9.85 1.507 14.522 .00 1,518 2.50 .00 .00 0 .0 40 2.87 .04865 .014899 .04 .800 .00 pm p it fo pm r- 5 OR FO515P PASE 2 71 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE TRACT 14042 - 0 = 20 C.F.S. FILE # 218 rm STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD 6RD,EL. ELEV DEPTH DIA ID NO. PIER L!ELE" 80 SF AVE HF . NORM DEPTH ZR in t#### t### t## tt111 t# t# tt##t#t t#### tt###t### tt####### tt # # # # ##t # #4 # # # #! # #! # #tx######### # ###f##### #MICI # #t # #I# #t####### #t ## # # # ## # ### 2734.28 12,08 1.119 13.195 20.0 9.39 1.370 14.565 .00 1.518 2.50 .00 .00 0 .0 2.32 .04865 .013098 .03 .800 .00 2736.60 12.19 1.161 13.350 20.0 8.96 1.246 14.596 .00 1.518 2.50 .00 .00 0 .0 1.90 .04865 .011518 .02 .800 .00 2738.50 12.29 1.204 13.485 20.0 8.54 1.132 14.617 .00 1.519 2.50 .00 .00 0 .0 1.48 .04865 .010134 .01 .800 .00 f! 2739.98 12.35 1.250 13.603 20.0 8.14 1.030 14.633 .00 1.519 2.50 .00 .00 0 .0 NO 1.14 .04865 .008925 .01 .800 .00 2741.12 12.41 1.298 13.707 20.0 7;76 .936 14.643 .00 1.518 2.50 .00 .00 0 .0 «m .87 .04865 .007866 .01 .800 .00 2741.99 12.45 1.349 13.799 20,0 7.40 .851 14.650 .00 1.518 2.50 .00 .00 0 .0 .58 .04865 .006939 .00 .800 .00 2742.57 12.48 1.401 13.880 20.0 7.06 .774 14.654 .00 1.518 2.50 .00 .00 0 .0 .34 .04865 .006127 .00 .800 .00 2742.91 12.49 1.457 13.952 20.0 6.73 .703 14.655 .00 1.518 2.50 .00 .00 0 .0 .09 .04865 .005414 .00 .800 .00 2743.00 12.50 1.518 14.018 20.0 6.41 .638 14.656 .00 1.518 2.50 .00 .00 0 .0 N e = 1.7- P4 ' b = O2.+ 0.11 = Z,Z9 • • NO tom k • aAll ui rm - S 2 - mg F0515P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING I HEADING LINE NO 1 IS - if WATER SURFACE PROFILE FOR DETENTION BA SIN OUTLET PIPE HEADING LINE NO 2 I5 - '"'� TRACT 14042 0 = 30 C.F.S. HEADING LINE NO 3 I5 - FILE 1 218 1$1 L be e • bb be —S3 71 F0515P „ WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 I CARD SECT CNN NO OF AVE PIER HEISHT 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 PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 .00 .67 4.50 .00 .00 .00 CD 2 3 0 .00 .96 4.50 .00 .00 .00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 ,. CD 4 3 0 .00 2.00 4.50 .00 .00 .00 CD 5 4 2.50 a iot •w 110 air P Lri FOO Wft km di a A- iir F 0 51 5P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET t t t U/S DATA STATION INVERT SECT W 8 ELEV 2569.00 9,35 1 10.35 ELEMENT NO 2 IS A TRANSITION t t U/S DATA STATION INVERT SECT " N 2565.45 9.39 2 .014 ELEMENT NO 3 IS A TRANSITION 4 U/S DATA STATION INVERT SECT 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION t U/S DATA STATION INVERT SECT • 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION t t U/S DATA STATION INVERT SECT 2691.00 9.97 5 .014 ELEMENT NO 6 IS A REACH t t U/S DATA STATION INVERT SECT P1 RADIUS ANGLE ANG PT MAN H • ELEMENT NO 7 IS A SYSTEM HEADWORKS 12.50 5 $ .013 .00 .00 .00 0 U/S DATA STATION INVERT SECT W 9 ELEV 2743.00 12.50 5 12.50 IttttlitttIttttttitt$Ittt$IttItttlIttttItttttIttttlttlttlttttttIltt$ttlIttttt This software prepared for: CSL Engineerihg 1, ttItttItttttttttttatttItttItttttttIttIttIttittttttitttttttttttttttittittttttt i It WARNING NO. 2 tt - WATER SURFACE ELEVATION EVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC Mso 0, 0, 110, • um Mi rm -5 • rW� F0515P PAGE 1 ATE, SURFACE PROFILE LISTINGG WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE TRACT 14042 - O = 30 G.F.S. FILE it 219 '"" STATION INVERT DEPTH W.S. C VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER LfELEM SO SF AVE HF NORM DEPTH ZR mg ###################################################### 1 ;############################################# # # # ## # # # # # #### # # ######## #### # ## 2569.00 9.35 1.000 10.350 30.0 9.95 1.537 11.887 .00 .670 .67 4.50 .00 0 .0 • TRANS STR .00243 .029639 .49 .00 2585.45 9.39 2.348 11..7.39 30.0 6.80 .719 12.457 .00 .980 .98 4.50 .00 0 .0 • TRANS STR .00237 .007593 .64 .00 di 2670.00 9.59 3.412 13.302 30.0 3.14 .154 13.156 .00 1.114 2.12 4.50 .00 0 .0 TRANS STR .01857 .001485 .01 .00 o* 2677.00 9.72 3.277 12.997 30.0 3.33 .173 13.170 .00 1.114 2.00 4.50 .00 0 .0 ill TRANS STR .01786 .00 2691.00 9.97 1.122 11.092 30.0 14.06 3.069 14.161 .00 1.867 2.50 .00 .00 0 .0 10.14 .04865 .029608 .30 .990 .00 2701.14 10.46 1.155 11.618 30.0 13.53 2.841 14.459 .00 1.867 2.50 .00 .00 0 .0 ai 9.66 .04865 .026374 .25 .990 .00 2710.80 10.93 1.198 12.131 30.0 12.90 2.583 14.714 .00 1.867 2.50 .00 .00 0 .0 0/1 7.41 .04865 .023208 .17 .990 .00 0 2718.21 11.29 1.244 12.538 30.0 12.30 2.347 14.885 .00 1.867 2.50 .00 .00 0 .0 5.90 .04865 .020C37 .12 .990 .00 - 2724.11 11.58 1.291 12.872 30.0 11.72 2.134 15.006 .00 1.867 2.50 .00 .00 0 .0 4.70 .04965 .018006 .08 .990 .00 di 2729.81 11.81 1.341 13.151 30.0 11.12 1.940 15.091 ..00 1.867 2.50 .00 .00 0 .0 3.77 .04865 .015884 .06 .990 .00 �.0 73^ A f 9 1.394 13.387 t 6h 1. 151 1.867 2, i .00 0 2732.58 1r.9 1aJ94 ��0.0 10.66 1.764 . 15.151 .00 5) .00 .)0 � .7 ar 3.01 .04865 .014029 .04 .990 .00 mm br mm MO mm 10 am aft MN op J opm S J 00 F0515P PAGE 2 WATER SURFACE PROFILE LISTING HATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE TRACT 14042 - 0 = 30 C.F.S. FILE # 213 1 STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR 111 ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR #################################################################################################### # # # # # # # # # # # # # # # # # # # # # # #### ## # ## jai 2735.59 12.14 1.450 13.589 30.0 10.16 1.604 15.193 .00 1.867 2.50 .00 .00 0 .0 2.42 .04865 .012403 .03 .990 .00 2738.01 12.25 1.508 13.765 30.0 9.69 1.452 15.223 .00 1.867 2.50 .00 .00 0 .0 4111; 1.87 .04865 .010977 .02 .990 .00 2739.88 12.35 1.570 13.918 30.0 9.24 1.325 15.243 .00 1.867 2.50 .00 .00 0 .0 1.40 .04865 .009732 .01 .990 .00 41 1 2741.28 12.42 1.636 14.052 30.0 8.81 1.205 15.257 .00 1.867 2.50 .00 .00 0 .0 .96 .04865 .008647 .01 .990 .00 2742.24 12.46 1.707 14.170 30.0 8.40 1.095 15.265 .00 1.867 2.50 .00 .00 0 .0 mu .58 .04865 .007703 .00 .990 .00 2742.82 12.49 1.783 14.274 30.0 8.01 .995 15.269 .00 1.867 2.50 .00 .00 0 .0 am .18 .04865 .006881 .00 .990 .00 2743.00 12.50 1.867 14.367 30.0 7.63 .904 15.271 .00 1.867 2.50 .00 .00 0 .0 m e 1.0B orm (.51 +(.oY = Z.qS MO 00. WO Um me Aft um mm WA mm am _51- um F0515P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO i. IS - WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING, LINE NO 2 IS - TRACT 14042 4 = 40 C.F.S. HEADING LINE NO 3 IS - FILE * 213 di OM AA AA AA rr AA w AA Am AA AA .w AA el AR AR AR AR rirl " A, _ m F0515P 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) di CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP OR CD 1 3 0 .00 .67 4.50 .00 .00 .00 CD 2 3 0 .00 .98 4.50 .00 .00 .?30 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2.00 4.50 .00 .00 .00 CD 5 4 2.50 :1 1i • on dd wet 01 im PM kW AI MO OR di om d d MI -59 F00515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET t t t U/S DATA STATION INVERT SECT W S ELEV 2569.00 9.35 1 10.35 • ELEMENT NO 2 IS A TRANSITION # # t U/S DATA STATION INVERT SECT N 2595.45 9.39 2 .014 49 ELEMENT NO 3 IS A TRANSITION t t t U/S DATA STATION INVERT SECT N 2670.00 9.59 3 .014 • ELEMENT NO 4 I5 A TRANSITION # t t U/S DATA STATION INVERT SECT N 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION t t t U/S DATA STATION INVERT SECT N 2691.00 9.97 5 .014 ELEMENT NO 6 IS A REACH t t 1 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H .0;3 12.50 5 .013 .00 .00 .00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS 2 ?43 t t U/S DATA STATION INVERT SECT W S ELEV pow 2743.00 12.50 5 12.50 ########################################### ttt #tttttttt#t#ttttt##tttt#ttttttt This software prepared for: CSL Engineering ########### tt tttt tt# ttt# ttttt toff### ttt t# ttt# t##tttttt#tttittttt#tttttttt #t# ad 1t WARNING NO. 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC P im fp- y Pm OM Mi OR OM OR ko P. Ad F0515? PAGE 1 4111 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE 131 TRACT 14042 - 0 = 40 C.F.S. FILE # 218 - STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HST/ BASE/ ZL NO AVBPR i ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L'ELEN SO SF AVE HF NORM DEPTH ZR • # 44##### # # ########## 4 ###### 1 ####### 1 ## 4 #### 1 1 ## 4 ##### # # # #### # # # # # #3#### #1# # # #1 #3 ## #334 #1# #4133 #1 #1 #44# #1411# #1113##### # ## #4334 #3## i j 2569.00 9.35 1.000 10.350 40.0 13.27 2.733 13.083 .00 .670 .67 4.50 .00 0 .0 TRANS STR .00243 .052690 .87 .00 2535.45 9.39 3.428 12.818 40.0 9.07 1.277 14.095 .00 .980 .98 4.50 .00 0 .0 1 TRANS STR .00237 .013499 1.14 .00 2670.00 9.59 5.474 15.064 40.0 4.19 .273 15.337 .00 1.349 2.12 4.50 .00 0 .0 TRANS STR .01857 .002639 .02 .00 • 2677.00 9.72 5.3.36 15.056 40.0 4.44 .307 15.363 .00 1.349 2.00 4.50 .00 0 .0 TRANS STR .01786 .006946 .10 .00 2691.00 9.97 4.603 14.573 40.0 8.15 1.031 15.604 .00 2.129 2.50 .00 .00 0 .0 s, 52.00 .04865 .009510 .49 1.162 .00 2743.00 12.50 2.568 15.068 40.0 8.15 1.031 16.099 .00 2.129 2.50 .00 .00 0 .0 M -" 14e= !.Z N 2.97 -h . 4- _ 1,61 Ad ps Y. r. fto id qm 4, Am -6 i id F 0 5 1 5 P P A E N O - NATER SURFACE PROFILE - TITLE CARD LISTING *!; HEADING LINE NO 1 IS - WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING LINE NO 2 IS - +, TRACT 14042 HEADING LINE NO 3 IS - FILE # 218 14 id m PR PM 60 L Li 1 -62- F0515P , WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE IL ZR IN' Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(B) Y(7) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 .00 .67 4.50 .00 .00 .00 CD 2 3 0 .00 .98 4.50 .00 .00 .00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2.00 4.50 .00 .00 .00 CD 5 4 2.50 w, Oi PR t . OW Pm OW Pos L E r7 -6 3- pm iii F0515F PAGE NO 2 op WATER SURFACE PROFILE - ELEMENT CARD LISTING iii ELEMENT NO 1 IS A SYSTEM OUTLET t t t U/S DATA STATION INVERT SETT W S ELEV 2569.00 9.35 1 10.35 7 ELEMENT NO 2 IS A TRANSITION t t gi U/S DATA STATION INVERT SECT - N 2595.45 9.39 2 .014 i ELEMENT NO 3 IS A TRANSITION t t t U/S DATA STAIION INVERT SECT N 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION t t t 7] U/9 DATA STATION INVERT SECT N li 2677.00 9.72 4 .014 ELEMENT NO 5 IS A TRANSITION t t t qiii U/S DATA STATION INVERT SECT N 2691.00 9.97 5 .014 ELEMENT NO 6 IS A REACH t t t ili U!S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN R 2743.00 12.50 5 .013 .00 .00 .00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS t t U/S DATA STATION INVERT SECT W S ELEV I 2743.00 12.50 5 12.50 tttt ttt tttttttIttttt tt#tttttttttttttttttt tttt tt #tttttttttttttttttttittttttttt This software prepared for: CSL Engineering gil ttttttttttttttt tttttt ttttt ttt ttttttttttttttttt tttt$tttttttttttttttttttttttttt ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 7 INCREMENT = .000010 ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 6 INCREMENT = .000010 pq ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 5 INCREMENT = .000010 pp�� tt WARNING NO. 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC WO E E [ PO ii III I; Id 0. - 6 4 - d i F0515P PAGE 1 MATER SURFACE PROFILE LISTING di WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE TRACT 14042 - O = 50 C.F.S. FILE # 216 1 STATION INVERT DEPTH N.S. O VEL VEL SU 'E' CRITICAL HOT/ Sc ENERaY Fin CR.iICAL H�:/ BA �! ZL NO AVB;S NO ELEV OF FLOW ELEV HEAD 60,EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR • ############ Y# iit## t# t#### i# t# t######i### i######### i####### t## i###################### i########## i### # # # # # ##t# # # # ### ## # # # # # # # ####### 2569.00 9.35 1.000 10.350 50.0 16.56 4.271 14.621 .00 .670 .67 4.50 .00 0 .0 TRANS STR .00243 .082329 1.35 .00 2585.45 9.39 4.816 14.206 50.0 11.34 1,996 16.202 .00 .980 .98 4.5 0 .00 0 .0 TRANS STR .00237 .021092 1.78 .00 2670.00 9.59 8.126 17.716 50.0 5.24 .427 18.143 .00 1.566 2.12 4.50 .00 0 .0 TRANS STR .01857 .004124 .03 .00 2677.00 9.72 7.983 17.703 50.0 5.56 .479 16,182 .00 1.566 2.00 4.50 .00 0 .0 di TRANS STR .01786 .01065: .15 .00 2691.00 9.97 6.979 16.949 50.0 10.19 1.611 16,560 .00 2.300 2.50 .00 .00 0 .0 52.00 .04865 .014860 .77 1.325 .00 m i 2743.00 12.50 5.222 17.722 50.0 10.19 1.611 19.333 .00 2.300 . 2.50 .00 .00 0 .0 Ai 14 e = i.Z !Lv - It Ai I) - 9. L + t,91 - ? 1 S MO am al -6s^ mm F 0 5 1 5 P PAGE NO 1 om WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - id WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING LINE NC 2 IS - um 13C,F.70. HEADING LINE NO 3 IS - TRACT 14042 7 677 - FILE # 218 010 7 11 1 10 is• 7 1; PR -6 6 - Mi F0515P " WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 g i CARD SECT CO NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(5) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 .00 ,67 4.50 .00 .00 .00 MN CD 2 3 0 .00 .98 4.50 .00 .00 :00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 • CD 4 3 0 .00 2.00 4.50 .00 .00 .00 ® CD 5 4 2.50 :1 E: r !MA , qm F V j 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO l IS A SYSTEM OUTLET $ 1 $ U/S DATA STATION INVERT SECT W 5 ELEV 2569.00 9.35 1 10.35 ELEMENT NO 2 IS 0 TRANSITION 1 $ $ U/S DATA STATION INVERT SECT ' N 2585.45 9.39 2 .014 ELEMENT NO 3 IS A TRANSITION 1 * $ U/S DATA STATION INVERT SECT N -- 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION 1 � °w U/S DATA STATION INVERT SECT N 2677.00 9.72 4 .014 • ELEMENT NO 5 IS A TRANSITION $ � U/S DATA STATION INVERT SECT N • 2691.00 9.97 5 .014 ELEMENT NO 6 IS A REACH .1 1 U/S DATA STATION INVERT SECT N RADIUS ANGLE AN8 PT MAN H .00 VV ELEMENT NO 7 IS A SYSTEM HEA0WUHKS 2743.V0 12.5O 5 .013 � � ' ^ .00 0 U/S DATA STATION INVERT SECT N S ELEV 2743,00 12.50 5 12.50 10 $ 11 # 11 $ 111 $ 11 MMI11$1114*1x111111$113M$tI*It$Valttllatt#*1$M*11111 This software prepared for CSL Engineering *************2***mt******1**********************************************m Li 1* WARNING NO. 2 *t - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS W.S.ELEV = {NY + DC Pm hi 6 id PR ���� _ id ~~� F0515P PXGE 1 WATER SUR7ACE PROFILE LISTING mm WATER SURFACE PROFILE FUR DETENTION BASIN OUTLET PIPE TRACT 14042 - Q = 60 C.F.S. FILE 0 219 r STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HST/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/[LE8 SO SF AYE HF NORM DEPTH ZR mm #immittImmtmtIlm#timItimstuttmmitt*#imm#mlmmt*mmtlittltammttimtimitmittlmmt � 2569.00 9.35 1.000 10.350 60.0 19.9) 6.150 16.500 .00 .670 .67 4.50 .00 0 .0 �� TRANS STR .00243 .118554 1.95 .00 2585.45 9.39 6.513 15.903 60.0 13.61 2.874 18.777 .00 .980 .93 4.50 .00 0 .0 TRANS STR .00237 .030373 2.57 .00 �� 2670.00 9.59 11.367 20.957 60.0 6.29 .614 21.571 .00 1.768 2.1' 4.50 .00 0 .0 TRANS STR ,01957 .005938 .04 .00 2677.00 9.72 11.21B 20.938 60.0 6.67 .690 21.628 .00 1.768 2,00 4.50 .00 0 .0 TRANS STR , ^ 01786 .015629 .22 .00 2691.00 9.97 9.883 19.853 60.0 12.22 2.320 22.173 .00 2.393 2.50 .00 .00 0 .0 52.00 .04865 . .021398 1.11 1.486 .00 2743.00 12.50 8.466 20.966 60.0 12.22 2.320 23.286 .00 2.393 2.50 .00 .00 0 .0 :I 14e. = [Z Aw 'z g �� ,= ��. ^ ' {\. s 0. im PR mi MO dd ' ��� _ &� ~- ` �� _________ pi FV5\5P PAGE NO ! WATER SURFACE PROFILE - TITLE CARD LISTING � HEADING LINE NO 1 IS - �� HEADING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE HEADING LINE NO 2 IS - TRACT 14042 f Q = 70 '~» ' C ` F S ) HEADING LINE NO 3 IS - FILE 0 20 7 11; PR PM , Pug �� �� 1: F0515P WATER SURFACE PROFILE - CHANNEL DEFINITIOV ?ISTiN6 PASE 1 CARD SECT CHN NC CF AVE PIER HEIGHT 1 BASE IL IR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 7 CD 1 3 0 .00 .67 4.50 .00 .00 .00 dd CD . 2 3 0 .00 .98 4.50 .00 .00 .00 CD 3 3 0 .00 2.12 4.50 .00 .00 .00 CD 4 3 0 .00 2.00 4.50 .00 .00 .00 CD 5 4 2.50 ;I Pi si 11 14 ro -7 1 - F 0 5 1 P PAGE N0 2 dd WATER SURFACE PROFILE - ELEMENT CARD LISTING um ELEMENT NO 1 IS A SYSTEM CUTLET t t t U /S DATA STATION INVERT SECT W 5 ELEV 2569.00 9.35 1 10.75 ELEMENT NO 2 IS A TRANSITION t t t U15 DATA STATION INVERT SECT ' N 2585.45 9.39 2 .014 li ELEMENT NO 3 I5 A TRANSITION t t t U/S DATA STATION INVERT SECT N 2670.00 9.59 3 .014 ELEMENT NO 4 IS A TRANSITION t t t li U/5 DATA STATION INVERT SECT N 26 9. 72 4 .014 ELEMENT NO 5 IS A TRANSITION 1 t f ii U/S DATA STATION INVERT SECT N 2691'.00 9.97 5 .014 ELEMENT NO 6 IS A REACH t t t U/S DATA STATION INVERT SECT N RADIUS ANGLE ANS PT MAN H ii 4 .013 .00 .00 .00 0 ELEMENT NO 7 IS A SYSTEM HEADWORK 273.00 12.50 5 S t t U15 DATA STATION INVERT SECT W 8 ELEV ;1 2743.00 12.50 5 12.50 t ttt tt tttt tttt ttttttttttttttttt tttttttttttttt tttttttt tttttttttttttttttttttttt This software prepared for: CSL Engineering tt tttt ttttttttt ttttttttt ttttttttt ttttttttttttttttttttttt ttttttttttttttttttttt ERROR MESSAGE NO. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 7 INCREMENT = .000010 ERROR MESSAGE NC. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 6 INCREMENT = .000010 ERRCR MESSAGE N0. 32 - CRITICAL DEPTH MAY BE INACCURATE IN ELEMENT 5 INCREMENT = .000010 ii tt WARNING NO. 2 tt - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EOL}ALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC hi h 1 E i; Y,. ii hi r ii F0515P PAGE 1 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE FOR DETENTION BASIN OUTLET PIPE dB TRACT 14042 - D = 70 C.F.S. FILE 4 218 1 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT! BASE/ ZL NOA.VBPR ELEV OF FLOW ELEV HEAD GRB,EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ## tt# t# tt### tt# tt######## t#t ttt# tt# t###### t###t# tt## t#### ttt###t t###t t# t#### tt## t#tt## tt#t t## t###### # # # # # # # # ## # #t# # # #ttt# #t # #t # # #t# 2569.00 9.35 1.000 10.350 70.0 23.22 8.370 18.720 .00 .677 .67 4.50 .00 0 .0 TRANS STR .00243 .161366 2.65 .00 2585.45 9.39 8.518 17.908 70.0 15.87 3.912 21.820 .00 .980 .98 4.50 .00 0 .0 TRANS STR .00237 .041341 3.50 .00 2670.00 9.59 15.197 24.787 70.0 7.34 .836 25,623 .00 1.959 2.12 4.50 .00 0 .0 TRANS STR .01857 .008082 .06 .00 2677.00 9.72 15.041 24.761 70,0 7.78 .939 25,700 .00 1.959 2.00 4.50 .00 0 .0 TRANS STR .01786 .021273 .30 .00 2691.00 9.97 13,314 23.284 70.0 14.26 3.157 26.441 ,00 2.441 2.50 .00 .00 0 .0 52.00 .04865 .029125 1.51 1.650 .00 2743.00 12,50 12.299 24.799 70,0 14.26 3.157 27.956 .00 2.441 2,50 .00 .00 0 .0 ite- t.Z tt,,= 3.19, b = t2..3° 4- 3.79 = ib,o o 1; i; L s `� - DETENTION BASIN FLOW THROUGH CALCULATIONS Now inputting the appropriate data into the AES software program for the 2 year, 10 year, 25 year, and 100 year storms provides the following results: rF Z, year storm: maximum Q = 46.28 cfs maximum outflow = 18.9 cfs maximum basin depth = 2.27' (elevation = 14.77) maximum basin storage = 2.33 acre -feet 10 year storm: maximum Q = 99.47 cfs maximum outflow = 34.6cfs maximum basin depth = 3.44'(elevation = 15.94) maximum basin storage = 5.28 acre -feet a year storm: !! maximum Q = 127.90 cfs maximum outflow = 40.5 cfs maximum basin depth = 4.05'(elevation = 16.55) maximum basin storage = 6.95 acre -feet 100 year storm: maximum Q = 180.35 cfs maximum outflow = 44.3 cfs mr maximum basin depth = 5.28' (elevation = 17.78) maximum basin storage = 10.09 acre -feet r r 0 gal OR - . lie +.e SUMMARY 4E RESULTS 2 YEAR: MAXIMUM BASIN OUTFLOW = 18.9 (DEVELOPED CONDITION) 90% OF 2 YEAR UNDEVELOPED CONDITION = 32.17 O.R. 10 YEAR: MAXIMUM BASIN OUTFLOW = 34.6 (DEVELOPED CONDITON) 90% OF 5 YEAR UNDEVELOPED CONDITION = 47.75 O.B. 25 YEAR: MAXIMUM BASIN OUTFLOW = 40.5 (DEVELOPED CONDITION) 90% OF 10 YEAR UNDEVELOPED CONDITION = 58.53 O.B. 100 YEAR: MAXIMUM BASIN OUTFLOW = 44.3 (DEVELOPED CONDITION) om 90% OF 25 YEAR UNDEVELOPED CONDITION = 85.01 O.R. Moo air { ad _ . . �� ****�********************************** �� *** SMALL AREA UNIT HYDROGRAPH MODEL (c) Copyright 1989-90 Advanced Engineering Software (aes) n Ver. 1.0A Release Date: 1/20/90 Serial # 5230 di Analysis prepared by ill CSL Engineering, Inc. 2900 Adams Street, Suite 25A Iiiii Riverside, CA 92504 ii RATIONAL METHOD CALIBRATION COEFFICIENT = .90 TOTAL CATCHMENT AREA(ACRES) = 103.30 SOIL-LOSS RATE Fm,(INCH/HR) = .371 LOW LOSS FRACTION = .340 w� TIME OF CONCENTRATION(MIN. ) = 25.10 USER SPECIFIED RAINFALL VALUES ARE USED �� �� RETURN FREQUENCY(YEARS) = 100 ~~ 5-MINUTE POINT RAINFALL VALUE(INCHES) = .42 30-MINUTE POINT RAINFALL VALUE(INCHES) = 1.06 ri ' 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.51 ill 3-HOUR POINT RAINFALL VALUE( INCHES) = 2.70 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.90 Po 24-HOUR POINT RAINFALL VALUE(INCHES) = 9.00 Nii _______________ rm TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 46.79 hi TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 30.68 **************************************************************************** ikod TIME VOLUME 0 0. 47.5 95.0 142.5 190.0 (HOURS) (AF) (CFS) t .42 .2414 13.97 . 0 . . . . 6 .84 .7259 14.06 . Q . . . . 1.26 1.2157 14.27 . Q . ~ . . r 1.67 1.7110 14.38 . 0 . . . . Wi 2.09 2.2119 14.60 . 0 . ~ ^ ^ 2.51 2.7187 14.72 . 0 . . . . In . 2.93 3.2317 14.96 . Q . . . ~ 0� 3.35 3.7512 15.09 . 0 . . . . w� 3.76 4.2773 15.35 . 0 . . . . 4.18 4.8105 15.49 . 0 . . . ~ 4.60 5.3512 15.78 . Q . . . . iii 5 5.8995 15.94 . Q . . . . 5.44 6.4561 16.26 . 0 . . . ~ 5.86 7.0212 16.43 . 0 . . . . 1 6.28 7.5955 16.79 . Q . . . . 6.67 8.1794 16.98 . 0 . . . . IN 7.11 8.7737 17.39 . 0 . . . . ; � ii 7. 53 9.3787 17.61 . 0 . . . . 7.95 9.9955 18.07 . 0 . . . . 8.37 10.6246 18.32 . 0 . . . . t 8.79 11.2673 18.86 . O . . ^ . hi 9.20 11.9243 19.15 . Q . -.% ^- . . . 9 12. 19.78 . Q ' � 6. � . ^ ^ ^ 10.46 13.9959 20.88 . 0 . ^ . . J 10.88 14.7250 21.30 . 0 . . ^ . �� ~~ 11.30 15.4776 22.23 . 0 . . . . 11.71 16.2554 22.76 . Q . . . . 12.13 17.0458 22.97 . Q . . ^ . �� 12.55 17.8192 21.77 . 0 . . . . 12.97 18.6014 23.48 . 0 . . . . NI 13.39 19.4308 24.50 . 0 . . . . � 13.80 20.3221 27.06 . 0 .. . . . �� 14.22 21.28 28.69 . 0 . . . . 14.64 22 . 3545 33.13 . 0 . . . . PR 15.06 23.5570 36.43 . 0 . . . . iii 15.48 25.0088 47.55 . 0 . . . 15.90 26.8752 60.42 . . 0 . . . fil 16.31 31.0371 180.35 . . . . Q . � 16.77 74.R547 4t.05 . 0 . . . . m� 17.15 36.1033 30.62 . Q . . . . 17.57 37.0765 25.68 . Q . . . . 5� 17.99 37.9107 22.57 . Q . . . . �� m� 18.41 38.7042 23 . 0 . . . . 18.82 39.4835 21.75 . Q . . . . 19.24 40.2137 20.49 . 0 . . . . ii 19.66 40.9042 19.45 . Q . . . . 20.08 41.5618 18.58 . Q . . . . 20.50 42.1913 17.84 . Q . . . . �� 20.92 42.7967 17.12 . 0 . . . . � � 21.33 43.3808 16.61 . 0 . . . . 21.75 43.9462 16.10 . Q . . . . 22.17 44.4947 15.64 . 0 . . . . 22 45.0280 15.22 . 0 . . . . 23.01 45.5476 14.84 . O . . . . Pom 23.43 46.0545 14.49 . Q . . ~ . i 23.84 4 6.549P 14.17 . Q . . ~ . m� 24.26 46.7947 .00 0 . . . . _ gm iii r. ======___________===____________=_____ L FLOW-THROUGH DETENTION BASIN MODEL r SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: � CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 25.100 � DEAD STORAGE(AF) = .00 SPECIFIED DEAD STORAGE(AF) FILLED = .00 0 � ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00 iii INFLOW 6,i | / il. | V __effective depth �� ------------- | (and volume) | � � | � � | detention | | . . . .V. . . . . . . . . . . . . °� | basin l'-- | outflow | | |......... IP. ------------- | | \ � � | | storage | basin outlet �� V_________ OUTFLOW �� � " _ �� �� - ��� ,___ __ - /u/-1- nu`oc.r ur u ucr/n uv c',/nL=z - � *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLCW * .11 * (FEET) (ACRE-FEET) (CFS) *4: (FEET) (ACRE-FEET) (CFS) * �� °� * . 0)0 ,000 .000** 1.100 .200 5.000* * 1.500 .600 10.000** 2.300 2.400 20.000* * 3.000 4.000 30.000** 3.800 6.300 40.000* ^� * 7.200 15.000 50.000** 11.300 25.800 60.000* �� * 16.100 38.400 70.000** if . ________________________________________ ^ BASIN STORAGE , OUTFLOW AND DEPTH ROUTING VALUES: � m� INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) all 1 .00 .00000 .00000 �� 2 1.10 .11357 .28643 3 1.50 .42713 .77287 IR 4 2.30 2.05427 2.74573 5 3.00 3.48141 4.51860 �� 6 3.80 5.60854 6.99146 7 7.20 14.13567 15.86433 i 8 11.30 24.76281 26.83719 �� �� 9 16.10 37. 18995 39.61006 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) _ _ DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME BASIN INFLOW VALUES REPRESENT THE A AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. iii TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE poi (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) .418 .000 14.0 1.26 3.5 .361 ern .837 .000 14.1 1.46 8.3 .562 ^ ' 1.255 000 14 3 1 55 10 1 .707 iii . . . . . . 1.673 .000 14.4 1.60 10.5 .827 2.092 .000 14.A 1 65 11 6 .932 p.m . . . . 2.510 .000 14.7 1.69 12.1 1.023 imi 2.928 .000 15.0 1.72 12.6 1.105 3.347 .000 15.1 1.76 13.0 1.177 3.765 .000 15.4 1.79 13.4 1.245 4.183 .000 15.5 1.81 13.7 1.305 4.602 .000 15.8 1.84 14.1 1.364 r 5.020 .000 15.9 1.86 14.4 1.417 ' 5.438 .000 16.3 1.89 14.7 1.472 °ii 5.857 .000 16.4 1.91 15.0 1.522 6.275 .000 16.8 1.93 15.3 1.574 04 6.693 .000 17.0 1.96 15.6 1.624 &� =m 7.112 .000 17.4 1.98 15.8 1.678 7.530 .000 17.6 2.00 16.1 1.729 OM 7.943 .000 18. 1 2.03 16.4 1.704 ili 8.367 .000 18.3 2.05 16.7 1.840 8.785 .000 18.9 2.08 17.1 1.902 woo 9.203 .000 19.1 2.11 17.4 1.963 9 622 .000 19 8 2 14 17 8 2 032 �� . . . . . . ~� 10.040 .000 2 0.1 2.17 18.1 2. 10.458 .000 20.9 2.20 18.6 2.181 om 10.877 .000 21.3 2.24 19.0 2.260 iiii 11.295 .000 22.2 2. 19.5 2.355 11.713 .000 22.8 2.32 20.0 2.450 PR 12.132 .000 23.0 2.36 20.6 2.533 �1 12.550 .000 21.8 2.37 20.9 2. 12. .000 23.5 2.40 21.3 2.639 13.387 .000 24.5 2.45 21.8 2.733 13.805 .000 27,1 2.51 2 2.6 2.888 kw 14.7 .000 23.7 -78~ 2.57 23 . :i- 3. 064 14 L4? .�00 33 2 25.� 3 _.co �:,., 15.47B .000 47.5 3.10 29 4 293 MO ^ 15.897 000 60 � 3 43 33 3 5 230 � . . . . . . m� � 16.315 .000 180.3 5.28 39.9 10.087 16.733 .000 41.1 5.24 44.3 9.976 um 17.152 .000 30.6 5.06 44.0 9.514 iii 17.570 .000 25.7 4.82 43.3 8.904 17.988 .000 22.6 4 42.6 8.212 Imo 18.407 .000 23.3 4 41.8 7. 572 � 18.P .000 - '1.7 � 4.04 41 . 1 6.904 � 19.243 .000 20.5 3.77 40.2 6.223 19.662 .000 19.5 3.55 38 5.573 gni 20.080 .000 18. 3.34 35.6 4.986 ii 20.49q .000 17.8 7.16 33 . 1 4.457 20.917 .000 17.2 2.99 30.9 3 IN 21.335 .000 16.6 2.81 28.6 3.567 21.753 .000 16.1 2.66 26.2 3.218 �� 22. 172 .000 15.6 2.53 24.2 2.922 22 .590 .000 15.2 2.42 22.5 2.671 � j 23.008 .000 . 14.8 2.33 21.0 2.457 N 23.427 .000 14.5 2.24 19.8 2.273 23 .000 14.2 2.17 18.8 2.1 24.263 .000 .0 1.91 16.8 1.531 m� ------------ - _____ ------------------ ___ ---- - - ------ 7 id um II ss 1 M. OM illii 1 m 6 ...„, r mu pm hi . hi id ° � % --- , w, ill - - - -- *************************************************** iii SMALL AREA UNIT HYDROGRAPH MODEL (c) Copyright 1989-90 Advanced Engineering Software (aes) . Ver. 1.0A Release Date: 1/20/90 Seri # 5230 MI Analysis prepared by mg di CSL Engineering, Inc. 2900 Adams Str Suite 25A Riverside, CA 92504 iii xi RATIONAL METHOD CALIBRATION COEFFICIENT = .90 TOTAL CATCHMENT AREA(ACRES) = 103.30 SOIL-LOSS RATE, Fm,(INCH/HR) = .371 iiiii LOW LOSS FRACTION = .388 TIME OF CONCENTRATION(MIN.) = 26.27 USER SPECIFIED RAINFALL VALUES ARF. USED 'T) RETURN FREQUENCY(YEARS) = 25 ii 5-MINUTE POINT RAINFALL VALUE(INCHES) = .32 30-MINUTE POINT RAINFALL VALUE(INCHES) = .82 0, 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.19 iiii 3-HOUR POINT RAINFALL VALUE( INCHES) = 2.12 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.09 MB 24-HOUR POINT RAINFALL VALUE( INCHES) = 6.89 ii, ____________________________________________________________ re TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 33.15 «i TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 26.16 7" ' **************************************************************************** ird TIME VOLUME 0 0. 32.5 65.0 97.5 130.0 • (HOURS) (AF) (CFS) r � --------- .44 .1727 9.55 . Q . i � ' . ~ .88 .5195 9.62 . 0 . . . . 1~31 .8705 9.78 . Q . . . , . Q . . . . . 86 2260 9 1.75 1 . �� 2.19 1.50 10.04 . Q . . �� 86 . . 2.63 1.9508 10.13 . Q . . . . gm 3.06 2.3207 10.32 . Q . . . . &i 3.50 2.6958 10.42 . Q . . . . 3.94 3.0765 10.62 . Q . . . . 4.38 3.4629 10.73 . 0 . . . . 82 4 �� . 7.8955, 10.97 . U . . . . �� 5.25 4.2546 11.09 . Q . . . . 5.69 4.6605 11.35 . Q . . . . � ~` 6 13 5 0736 11 49 Q � . . . . . . . . N� 6.57 5.4945 11.78 . Q . . . . 7.01 5.9235 11.93 . 8 . . . . 7.44 6.3614 12.27 . C . . . . �� 7.88 6.8086 12.45 . Q . . . . . w� 8.32 7.2661 12.84 . O . . . . 8.76 7.7344 13.05 . O . . . . Inl Li 9. 19 8.2147 13.50 Q MI ~ ^ -Q.-, -- ^ . . 9.63 8.7078 13.75 . Q = . . . ^• ^- " �~== ^� �^ o ~ - A.v.�� ��.- . u . . . . 10.95 10.2795 15.29 . 0 . . . . 8 38 10.n.. 15 98 68 Q �� ' . . . . . �= 11.32 11.4229 16.55 . Q . . . . 12.24 12.0180 16.34 . 0 . . . . 1, 12.70 12.6259 17 . 0 . . . , al 13.14 13.2636 17.99 . Q . . . , 13.57 13.9476 19.81 . 0 . . . ^ um 14.01 14.6857 20.98 . Q . . . . / , 14.45 15.4901 23.43 . Q .. . . . II 14.89 16.3823 25.84 . 0 . . . . 15.32 17.4736 34.48 . 0 . . . ii di 15.76 18.9046 44.61 . . 0 . . . 0i 16.20 22.0257 127.90 . . . . Q. 16.64 24.8669 29.14 . Q . . . . 17.08 25.7883 21.79 . 0 . . . , �� 17.51 26.5232 18.83 . Q . . . . m� 17.95 27.1645 16.61 . 0 . . . . 18.39 27.7562 16.09 . Q . . . . , 18.83 28.3177 14.94 . 0 . . . . 19.26 28.8415 14.02 . 0 . . . ~ 19.70 29.3352 13.27 . 0 . . . ". 20.14 29.8039 12.64 . 0 . . . . g� 20.58 30.2515 12.10 . Q . . . . 21.02 30.6807 11.63 . 0 . . . . 21.45 31 0940 11 22 0 �� . . . . . . . . 21.89 31.4932 10.85 . Q . . . . me 22.33 31.8798 10.52 . 0 . . . . 22.77 32.25 10.22 . 0 . . . . PR 23 32.6199 9.95 . 0 . . . . II 23.64 32.9754 9.70 . Q . . . . - _ _ ��� lie __________ _ _____________= _ __ / FLOW-THROUGH DETENTION BASIN MODEL kw SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: 'Po . CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 26.270 k mw DEAD STORAGE(AF) = .00 SPECIFIED DEAD STORAGE(AF) FILLED = 38.40 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00 INF:LOW r | mii � | ro V __effective depth if ------------- ! (and volume) | | / � | detention | |....V....^........ | b | <--> | outflow �� | , |......... _____________ | | \ | storage | basin outlet �� �� V ___________ OUTFLOW mg - �� / Q ~~`- 111 DEPTH-VS.-STDRAGE AND DEPTH INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 iii *BA3 TN � * -��p||1 T���b� ��T�L�� tEASIN-DEPTH STCR OUTFLOW * � i * (FEET) (ACRE-FEET) ( ** (FEET) (ACRE-FEET) (CFS) * 4. «»» 0o3 .000** 1.i00 .200 -.'(,00* ° * 3.000 4.000 30.000** 3.800 6.300 40.000* ` * 7.200 15.000 50.000** 11.300 25.800 60 Mi * 16.100 38.400 70.000** ____________ go BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: h INTERVAL DEPTH {S-O*DT/2} {S+0*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) NM 1 .00 .00000 .00000 2 1,10 .10954 .29046 II 3 1.50 .41908 .78092 4 2.30 2.03815 2.76185 OM 5 3.00 3.45723 4.54277 4 3.80 5.57631 7.02369 7 7.20 14.09539 15.90461 8 11 88554 30 24 71446 26 �� . . . 9 16.10 37 13354 39 66646 di . . WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) __________ pm DETENTION BASIN ROUTING RESULTS: Ni NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) _______ �� m� .438 .000 9.5 1.14 2 .8 .245 .876 .000 9 1.26 6.3 .365 la i 1.314 .000 9.8 1.35 7.6 .445 *ii 1.751 .000 9.9 1.40 8.4 .498 2.189 .000 10.0 1.44 9.0 .37 r 2 .000 10.1 1.46 9.4 .564 i 7.065 .000 10.3 1.49 9.7 . 587 iv. 3.503 .000 10.4 1 9.9 .604 3.941 .000 10.6 1.51 10.1 .624 pm 4.378 .000 10.7 1.52 10.2 .644 Nis 4.816 .000 11.0 1.53 10.3 .668 5.254 .000 11.1 1.54 10.4 .691 *- 5.692 .000 11.3 1.55 10 . 6 .719 ^ ' kw 6.130 .000 11.5 1.56 10.7 .746 6.568 .000 11.8 1.58 10.9 .778 ri. 7.005 .000 11.9 1.59 11.1 .809 t 7.443 .000 12.3 1.61 11.3 .845 la 7.881 .000 12.4 1.62 11.5 .881 8.319 .000 12.8 1.64 11.7 .923 8.757 .000 13.0 1.66 11.9 .964 ii 9.195 .000 17.5 1.68 12 .2 1.017 9.632 .000 13.8 1.70 12.4 1.061 10.070 .000 14.3 1.73 12.7 1.118 hi 10.508 .000 14.6 1.76 13.0 1.175 10.946 .000 15.3 1.79 13.4 1.244 11.384 .000 15.7 1.82 13.8 1.313 �� �� 11.822 .000 14.6 1,85 14.2 1.398 12.259 .000 16.3 1.88 14.6 1.461 12.697 .000 17.3 1.92 15.0 1.542 13.135 .000 18.0 1.96 15.5 1.633 N� 1 .000 19.8 2.02 1A.1 1.76 14.011 .000 21.0 2.08 16.9 1.915 IR 14.449 .000 23.5 2.17 17.9 2.118 & 14.886 .000 25.8 2. 28 19. 1 2.361 w� 15.324 .000 34.5 2.49 21.7 2.839 15.762 .000 44.4 -8z~ 2.80 25.0 3.550 16.20C .000 127.9 4.05 34.0 6.94? �� 16.638 .000 29,1 3.89 40. 5 A.538 i 7 o7 1., �;).o �o.r - l7.951 .000 1.6 3.22 34.1 4.621 ' 18.389 .000 16.1 3.02 31.5 4.064 Mil 18.827 .000 14.9 2 28.8 3 .56 3 19.265 .000 14.0 2.62 25.9 3.132 19.703 .000 13.3 2.46 23.4 2,765 lii 20.140 .000 12.6 2.32 21.3 2.451 20.578 .000 12.1 2.20 19.6 2.181 21.016 .000 11.6 2.10 18.1 1.946 �� 21.454 .000 11.2 2.01 16.9 1.740 �� 21.892 .000 10.8 1.93 15.8 1.560 22.330 .000 10.5 1.86 14.9 1.402 22.767 .000 10.2 1.79 14.1 1.262 N� 23.205 .000 9.9 1.74 13.3 1.140 23.643 .000 9.7 1.69 12.7 1.031 24.081 .000 .0 1.51 11.3 .624 �� ----------------------------------------- ____________________ 3 04 NM Pm iii L Ili Lou -��� ~_ . ^~~ Ito __ __ _______ imt a "PI ********************************* a SMALL AREA UNIT HYDROGRAPH MODEL imi (c) Copyright 1989-90 Advanced Engineering Software (aes) �� "� Ver. 1,0A Release Date: 1/20/90 Serial # 5230 Analysis prepared by: � N� CSL Engineering, Inc. 2900 Adams Str Suite 25A Riverside, CA 92504 mil ^J ' m� RATIONAL METHOD CALIBRATION COEFFICIENT = .90 TOTAL CATCHMENT AREA(ACRES) = 103.30 OR SOIL-LOSS RATE, Fm,(INCH/HR) = .371 LOW LOSS FRACTION = .422 m� TIME OF CONCENTRATION(MIN.) = 27.40 IP USER SPECIFIED RAINFALL VALUES ARE USED 1 i RETURN FREQUENCY(YEARS) = 10 a 5-MINUTE POINT RAINFALL VALUE(INCHES) = .27 30-MINUTE POINT RAINFALL VALUE(INCHES) = .69 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.00 0l 3-HOUR POINT RAINFALL VALUE(INCHES) = 1.80 6-HOUR POINT RAINFALL VALUE(INCHES) = 2.63 24-HOUR POINT RAINFALL VALUE(INCHES) - 5.68 TOTAL CATCHMENT RUNOFF vOLUME(ACRE-FEET) = 26.00 �� TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 22.9O ******************************************* *** * ************ �* ************** E * TIME VOLUME 0 0. 25.0 50.0 75.0 100.0 (HOURS) (AF) (CFS) E ___ ________________________________ .46 '1801 9.55 . Q . . . . .91 .4960 7.19 . 0 . . . . 1.37 .7685 7.25 . Q . . . . E 1.83 1.0448 7.39 . Q . . . ~ 2.28 1.3250 7.46 . Q . . . . 2.74 1.6093 7.61 . 0 . . . . 3.20 1.8978 7.68 . 0 . . . . N� 3.65 2.1908 7.85 . 0 . . . , 4.11 2.4B86 7.93 . 0 . . . • 4.57 2.7913 8.11 . Q . . . i 5.02 3.0992 8.21 . Q . . . . 5.48 3.4128 8.41 . Q . . . . 5.94 3.7322 8.52 . Q . . . . 6.39 4.0580 8.75 . Q . . . . i 6.85 4.3904 8.87 . 8 . . . . 7.31 4.7301 9.13 . 0 . . . . 7.76 5.0774 9.27 . 0 . . . . i 8.22 5 9.58 . Q . . . . 8.68 5.7977 9.74 . Q . . ^ . tios 9.13 6.1722 10.10 . Q . . . . �] 9.59 6.5572 10.30 . Q . . ^ ^ �� 10.05 6 .9541 10.74 . Q - 8 4 4. -- 11 . . 10.5( 7.3639 10 . Q ^ ^ . ^ ' . _ - _ 1.v.7o /./oo't J.J.�- . � . . ^ ^ 11.42 8.2288 11.82 . Q . . . . � 11.87 8. 12.52 . Q . . . . �� �� 12.33 9.1680 12.90 . Q . . . . 12.79 9.6698 13.69 . 0 . . . . el 13.24 10.1974 14.27 . 0 . . . . 13.70 10.7629 15.70 . 0 . . . . �� 14.16 11.3728 16.62 . 0 . . . . 14.61 12.0403 18.75 . 0 . . . . �� 15.07 12.7829 20.60 . Q_. . . . �� 15.53 13.6841 27.16 . 0 . . . 15.98 14.8508 34.67 . . Q . . . 16.44 17.3821 99.47 . . . . Q. 1 16.90 19.6963 23.17 . Q. . . . 17.35 20.4641 17.51 . Q . . . . 17.81 21.0764 14.93 . 0 . . . . I 18.27 21.6068 13.18 . Q . . . . 18.72 22.0850 12.16 . Q . . . . 19.18 22.5265 11.24 . Q . . . . �� 19.64 22.9369 10.51 . 0 . . . . . �� w� 20.09 23.3223 9.92 . 0 . . . . 20.55 23.6873 9.42 . Q . . . . 21.01 24.0348 9.00 . Q . . . . I 21.46 24.3675 8.63 . Q . . . . 21.92 24.6870 8.31 . 0 . . . ^ 22.38 24.9951 8.02 . 0 . . . . �� 22.83 25.2930 7.76 . Q . . . . �� 23.29 25.5816 7.53 . Q . . . . 23.75 25 7.32 . 0 . . . . PS______________ iii FLOW-THROUGH DETENTION BASIN MODEL �^ SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: �� ~- CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 27.400 DEAD STORAGE(AF) = .00 SPECIFIED DEAD STORAGE(AF) FILLED = 38.40 L ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = .00 E INFLOW � | �^ | �� ~~ V __effective depth -------- | (and volume) � | � � i | detention | |...~V............. � basin 1 outflow � � | ........._____ �� _____________ | | \ �� | | storage | basin outlet V ___________ OUTFLOW DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: ,, TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-I}EPTH STOR OUTFLOW * OR * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * �1 * .000 .000 .000 1.100 .200 5.000* �� ~~ * 1.500 .600 10.000** 2.300 2.400 20.000* * 7 000 4.0 00 30.000** 3.800 6.300 40.000* . � * 16.100 38.400 70.000** mill li BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} om NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 00 00000 iii 00000 . . . 2 1.10 .10565 .29435 3 1.50 .41129 .78871 4 2.30 2.02259 .2.77741 ' II 5 3.00 3.43388 4.56612 6 3 . 80 5.5451 7.05482 ow 7 7.20 14.05647 15.94353 �� m� 8 11.30 24.66777 26.93223 9 16.10 37.07906 39.72094 c WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ----------------------------------------------------------- --------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES �� �� OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE ~� AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE I (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ___________________________________________________________________________ .457 .000 9.5 1.15 2.8 .253 . 913 .000 7.2 1.20 6.0 .300 �� 1.370 .000 7.3 1.23 6.4 .331 1.827 .000 7.4 1.25 6.8 .354 J 2.283 .000 7.5 1.27 7.0 .370 �� m� 2.740 .000 7.6 1.'''G 7.2 .385 3.197 .000 7.7 1.30 7.4 .396 IN 3.653 .000 7.R 1.31 7.9 .408 i� 4.110 .000 7.9 1.32 7.7 .418 ~= 4.967 .000 8.1 1 .33 7.9 .430 we 5.0 .000 8.2 1.34 7.9 .440 5.480 000 8 � . .4 1.35 R.l .457 �� 5 .937 .000 E.5 1 . 8.2 . 464 6.393 .000 8.7 1.38 8.4 .477 6.850 .000 8.9 1.39 8.5 .490 Nii 7.307 .000 9.1 1.41 8.7 .509 7.763 .000 9.3 1.42 8.9 .519 8.220 .000 9.4 1.44 9.1 .537 �~ 8.677 .000 9. 7 1.45 9 .557 �� 9.133 .000 10.1 1.47 9 . 5 .574 9.590 .000 10.3 1.49 9.8 .593 � 10.047 .000 10.7 1.51 10.0 .620 � � °� 10.503 .000 11.0 1.52 10.2 .650 10.960 .000 11.5 1.54 10.4 .692 11.417 .000 11.8 1.56 10.6 .737 iiiii 11.873 .000 12.5 1.59 10.9 .797 12.330 .000 12.9 1.62 11.3 .859 el 12.787 .000 13.7 1.65 11.7 .936 13.243 .000 14.3 1.69 12.1 1.018 a 13.700 .000 15.7 1.74 12.6 1.133 14.157 .000 16.6 1.79 13.3 1.258 , 14.613 .000 18.8 1.R7 14. 1 1.472 �� �� 15.070 .000 20.6 1.96 15.2 1.636 15.527 .000 27.2 2.13 14.8 2. OR 15.983 .000 34.7 2.39 19.6 2.596 iii 16.440 .000 99.5 3.44 "8.4 11._/4 16.897 .000 23.2 3.29 34.6 4.846 . OM 17.353 .000 17.5 3.10 32.5 4. 17. 810 .000 14.9 2. 88 29.7 3 723 Ili - ��- ^ 18 .00 13 �~ 2.66 26.7 3.214 ^~ --- ^^^ �� � ? u r� 7 r 7 r-7 ° ~~ 1 .vvv s....� -.1..� �. 19.637 .000 1:).5 2.16 19.1 2.077 � 20.093 .000 9.9 2 17.4 1.794 �� ~� 20. 550 .000 9.4 1.92 1 1.548 21.007 .000 9.0 1.83 14.7 1.334 um 21.463 .000 8 1.74 13.6 1.148 ill 21.920 .000 8.3 1.6 12.6 .986 22.377 .000 8.0 1.61 11.8 .845 Pm 22.833 .000 7.8 1.55 11.0 .722 & 23.290 .000 7.5 1.51 10.4 .615 � 23.747 .000 7.3 1.43 9.6 .529 24.203 .000 .0 1.15 7.4 .251 ; --------------------------------------------------------------------------- iii I 1 1 ivg c p„ 1 r il - H ��� - � ^- . �� . , ' , ^ ` ' O ` 23^g g38T'2 VZ~0T ^ ^ ~ ^ 0 ^ t6^t tLL6~3 9L•6 ^ ^ ' -^88— O ^ T8^� 808L^3 L3^6 ^ • ^ ~ 8 ^ 8g~t gT6g^3 8L^8 II ~ ' ^ ^ O ^ Lt'^t 060t^3 63^8 1 ^ ^ ^ ^ O ^ 83^t t323^3 T8^L ^ ^ • ~ 0 ~ 03^t . 17T90^3 32^L I ^ ~ ^ ^ O ~ t0^t tg68^T 28~9 ^ ^ ^ ^ O ^ 96^2 Tt2L^T . 172^9 ^ ^ ^ ^ 0 ^ 28^2 04LS^T �8^g 0� �� ^ ~ ^ ` 0 ~ LL^2 623t•7 L2^g � ^ ^ ^ ~ 0 ^ g9^2 ttL3^T 88^t ~ ^ ^ ^ 0 ^ 6g^2 t83T^T 62^t ^ ` ^ ~ 0 ^ 617'2 9g86^ 06^2 II ^ ^ ^ ^ O ^ tt^2 6gt8^ Tt^2 ^ ^ ^ ^ O ^ g2^2 060L^ 26~Z II ^ ^ ^ ^ D ^ T2^2 8tLg^ tt~3 ^ ^ ^ ^ 0 ^ 23^2 T2tt^ g6 . T ~ ^ ^ ^ O ^ 6T^2 82T2~ 9t•T ^ ^ ^ ^ 0 ^ TT~2 8981~ 86^ I ^ ^ ~ ^ O ~ 80^2 O390^ 6t~ (S.d3) (AV) (S8OOH) 0^Og � �^� 0^g3 g^3T ^0 0 3WOiOA 3WI1 I **************************************************************************** 38^gT = (133A-T83V)3W111OA SSO 1N3WH31V3 1V101 NI 30^2T = (1.33.d-38Jt/)EW111OA zuONO8 1N3WH31V3 - lV101 --- ------ -- -- ------------ II g2^2 = (S3H3NI)21 77VJNIV 8 lNIO6 8OOH-t3 gL^T = (S3H3NI)3117VA TlizUNIV U 1NIO6 8OOH-9 81~T = (S3H3NI)3��A �t���NIt/ 8 lNIO6 8OOH-2 NI O -1 179~ = (S3H3NI)3117VA 71VJNIt8 INIOd 8OOH-T 2�^ = (S�]HJNI )�O��A - llt/��NI�8 INIOd �1ONIW-02 II gT^ = (S�]HJNI)3O7VA TlVANIV8 lNIO6 3lONIW-g Stv�] 3 = (A)A3N30038�� N8Ol38 OoSO 38V S3O1km 11V.ANIVU 03IJI336S 83SO L3^63 = ( ~NIW)NOIlV�lN33NO3 AO 3WI1 II 20g^ = NOIl3V8A GSO1 M01 142^ = (8H/H3NI) '31k) 8 SSO1-1IOS 02^20T = (8383V)V3t lN3WH31V3 1t11O1 06~ = lN3IJIJ.J3OJ NOI1t/88I1V3 DOH12W - lidNOIlV II II t0gZ6 W3 ^ aPTs-Aa«T8 Vg3 e4TnS ^ 4ee- 4 4S smePV 0063 DUI ^5uT.JaeuTbu3 7S0 I :Aq peJede�d sTsAleuld II 023g # leT-AeS 06/03/T :e�eO eseele8 V0^T ^laA (see) eJem4poS buT.JaeuTbu3 pezuexpv 06-686T 44OTJ/\do3 (z) II 73OOW H6t�8SO8O/\H lINO VT8 - 1 V �VWS **************************************************************************** II .J *000^0t 002~9 008~2 **000~02 {)00~t 000^2 * *000^0Z 00t^3 002~3 r-L8~ 009^ 00G^T * II *000^c 003^ 00T^T **000^ 000` 000^ * * (8j3) (133j-a83V) (133J) ** (SJ3) (133j-33U) (1313j) * * MOldlOO 3SV8O1S H163O—NISv8** MO 38UUOlS H163O-NISV8* 6 = SIgI8lN3 NOI1VW8OjNI H16M NISv8 JO EB8WON 7V1O1 II :NOIlUW8OJNI 388VH3SIO-^SA-H16�O ON� 3SV8OlS-^SA-Hl63O MO1JlOO NI ---- A lanno uTseq | �be�o�s | | \ | | _____________ I .........� � | momno |<-->t uTseq | ~ ^ ^ ~ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ | | uor.luegep | I | | | | (emnIox pus) | ------ q exT�zej4e A | I | ( MO1ANI 1 00' = NISid8 39V8O1S NI (133J)H1cBO 1VIlINI uWOSSid 0t^82 = Oy7lIJ (JV)B8V8O1S GUM D3IJIMJS 01 00^ = (JV)39V8OlS Oid3O • 0L3^63 = (S3lONIW)lINO WIl H6V8SO8OAH lNV1SNO3 :SMO11OJ SU 38U SNOIlI0NO3 NISU8 OBIJI336S 0� �� 13OOW NI8v8 NOI1N31M H9OOUH1-MO1J - _ ---- ------_ I 1 _____ _ __ ---- ---- ----- - N� = ^ ^ ^ ^ 0 00^ 6GT0^2T 62^t3 ^ ~ ^ ^ O ^ t0^2 9tG6^3T 06^23 ^ ^ ^ ^ O ^ GT^2 L638^3T 3t^23 �� �� � ^ ^ ^ • O ^ L3~2 t00L^3T 26~Z3 ^ ^ ^ ^ O • 0t^2 T99G^3T t't"3Z • ^ ^ ^ ~ O ^ tg^2 29317^ZT G6^TZ I ^ ^ ^ ~ O ~ T/�^2 2083^3T 9t T3 ^ ^ ^ ^ 0 ^ 06^2 0L3T^3T 86^03 ^ ^ ^ ^ 0 ^ ZT^t GQ96^TT 6t~03 ^ • ^ ^ 0 ~ 82~t' 2t6L•TT 00^()3 II ^ ^ ^ ^ O ^ 69^t GTT9^TT Tg 6T ^ ^ ^ ~ 0 ~ 80^G GtTt"^TT 20^6T ^ ^ ^ ^ O ^ 8g^g 966T^TT t'g~8T I ^ ^ ^ ^ O ^ 99^9 L3G6~0T g0^8T ^ ^ ^ ^ 0 ^ Lg~8 9Gt9^0T 9G~LT ^ ^ ^ • D ^ 90^0T 00L3^0T L0^LT ^ ^ ~ O • ^ 30^2T Lt08^6 6G^9T II ^ 0 ^ ^ ~ ^ 83^9� 2609^8 0T~9T ^ ^ 0 ~ ^ 29^6T 808Z^L. 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L NI t290T^L 992Wg 08^2 9 gLt09^t g3g62^2 00^2 g LT208~3' 28966^T 02^3 t II 8gT08^ 3t862^ 0g^T 2 6L002" T3660^ 0T^T 3 00000 00000^ 00^ 1 . (133A-383t/) (133J-38JV) (133A) 838WON NI {3/1O*O+S} {3/10*O-8} Hl63O - R7JA831N . 1 :S3111VA 8NIl[lO8 H163O ONV MO "39t/8O1.S NISv8 ----------------�---------------------------------------------------------- 0� **000^0L 00t^82 001"9T * t._ J.Jo a.a .�ov 20.977 .000 3.9 1.10 5.4 .200 21.465 .000 3.7 .91 4.6 .166 21.952 .000 3.5 .82 3.9 .150 22.440 .000 3.4 .77 3.6 .140 22.928 .000 3.3 .74 3.4 .134 23.416 .000 3.1 .71 3.3 .129 | 23.904 .000 3.0 .60 3.2 .124 24.392 .000 .0 .22 2.1 .041 ----------------------------------------------------------------------- ° _9/~ 1 | 08T9. 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VI" 19" PLAN CHECK ,C\TLOt i-NPeDLoaki)g,60-1.e%ss. 2900 Adams Street Suite A25 Riverside, CA 92504 (714) 785 -5122 FAX (714) 785 -5180 , buy Land and Trading Company January 14, 1991 • • Homes By Ayres 355 Bristol Street "A" Costa Mesa, CA 92626 • Attention: Doug Ayres Regarding: Tract 13209, Fontana As the owner of the property (Tract 13209) legally described as Lot 23, Etiwanda Vineyards Tract, in the County of San Bernar- dino, State of California, as per Plat Recorded in Book 17 of Maps, Page 29, Records of Said County, I hereby grant you permission to grade minor slopes on my property along our mutual property lines as shown on your engineer's approved r grading plans. I also hereby accept the drainage runoff from ' the 5 Acre property directly north of your Tract 14042. 1 intend to divert the drainage, in the future, to Sultana Avenue via a graded ditch within the 5 Acre property directly north of my Tract 13209. Said drainage shall be contained within a recorded drainage easement. Bay Land and Trading o n ays 801 Bridgeway Sausalito, California 1 94965 415 - 332 -0870 TO ZIg May 14 '91 13:34 4000 AYRES CONSTRUCTION CO. TEL 714- 540 -5408 P. 1 THE CHURCHpF JESUS CHRIST O F LATTER -DAY SAINTS REAL. ESTATE DIVISION Twelfth Floor. RN -1218 50 East North Temple Street Salt Lake City. Utah 84150 Phone (801) 240 -4309 December 11, 1989 Frank H. Ayres & Son 355 Brixton Street Suite "A" Costa Mesa, California 92626 - 9667 Attention: Douglas Ayres RE: Fontana CA Stk FS Fontana Baseline & Lime # 531- 1365 -50 Dear Mr. Ayres: Enclosed is a signed Temporary Drainage Ditch Easement Grant for the above mentioned property. It has been prepared by our Church Legal Counsel and signed by the Authorized Agent before a Notary Public, with the corporate seal attached thereto. This transaction was approved by the Church on the 15th of November, 1989. When the document has been recorded, please send back to us a photocopy of the enclosed document showing recording information. Do let us know if we can be of any further assistance to you. Sincerely yours, Rita C. Je en Real Estat Division enclosures: cc: Robert C. Woods Real Rotate Agent Area 3 • ►' .w14 '91 13:35 4000 AYRES CONSTRUCTION CO. TEL 714 - 540 -5408 P. 2 Wei - 3/ - 1.31S -L a When Recorded, Mail To: J. Douglas Mitchell Office of General Counsel 330 South 300 East Salt Lake City, Utah 84111 Property #532 - 1365 -50 TEMPORARY DRAINAGE DITCH EASEMENT GRANT CORPORATION OF THE PRESIDING BISHOP OF THE CHURCH OF JESUS CHRIST OF LATTER-DAY SAINTS, a Utah corporation sole, of 50 East North Temple Street, Salt Lake City, County of Salt Lake, State of Utah 84150, hereinafter referred to as Grantor, hereby conveys and grants to AYRES CONSTRUCTION COMPANY, having its principal office located at 355 Bristol Street, Suite A, Costa Mesa, California 92626 -9667, hereinafter referred to as Grantee, for the sum of ONE DOLLAR ($1.00) and other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, a temporary non - exclusive right -of -way and easement fifteen feet (15') in width to install, alter, construct, maintain, operate, repair, inspect, remove, replace, and protect a drainage ditch and related storm and flood control facilities and the like ( "Drainage Ditch ") in, into, under, through and across the following described real property and servient estate of the Grantor situate in San Bernardino County, State of California: The South 15 feet of Lot 6 according to the map of Etiwanda Vineyards, as per plat recorded in Book 17 of Maps, Page 29, Records of said San Bernardino County, California. TO HAVE AND TO HOLD the same unto the said Grantee so long as this Easement Grant shall remain in full force and effect and shall not have automatically terminated at the time and in the manner hereinbelow set forth, together with the right of ingress and "'91 13:36 4000 m RES CONSTRUCTION CO. TEL 714- 540 -5409 P. 3 n _. egress to and from said temporary right -of --way and easement premises to install, alter, construct, maintain, operate, repair, inspect, remove, replace and protect the same. Grantor retains the right to use the said premises for any purpose not inconsistent with the purpose for which this temporary non - exclusive right -of -way and easement is granted to Grantee. Grantee agrees to pay any and all costs, expenses, and damages that may arise from its use of the right -of -way and easement and to indemnify Grantor from and against all liens, encumbrances, costs, demands, claims, or judgments caused by or arising from the use of this right -of -way and easement by Grantee, its agents or employees. Grantee will maintain the easement and right -of -way premises in good condition, clean and unencumbered by debris and as visually appealing and attractive as the surrounding land insofar as is practicable. This Easement shall automatically terminate and be of no further force or effect on November 30, 1993. IN WITNESS WHEREOF, the parties have executed this Right of Way and Easement Grant on the a gg' day of December, 1989. [Signature and Acknowledgement on next page] -2- 4 1 '91 1.3:36 4000 AYRES CONSTRUCTION CO. TEL 714 -540 -5408 P. 4 1 CORPORATION OF THE PRESIDING BISHOP OF THE CHURCH OF JESUS CHRIST OF LATTER -DAY SAINTS, a Utah corporation sole BY : . Au hor ze Agent STATE OF UTAH :ss COUNTY OF SALT LAKE On this e'':`- day of December, 1989, personally appeared before me FRED A. BAKER, personally known to me to be the Authorized Agent of the CORPORATION OF THE PRESIDING BISHOP OF THE CHURCH OF JESUS CHRIST OF LATTER -DAY SAINTS, a Utah corporation sole, who acknowledged to me that he signed the foregoing instrument as Authorized Agent for the CORPORATION OF THE PRESIDING BISHOP OF THE CHURCH OF JESUS CHRIST OF LATTER -DAY SAINTS, a Utah corporation sole, and that the seal impressed on the within instrument is the seal of said corporation and the said FRED A. BAKER acknowledged to me that the said Corporation executed the same. edgy /' ' No ary Pub o ""and or the S ate of Utah My Commission Expires: ONY N4? !-' e RITA C. JENSEN St sail red NOrall , ur Tiede 450 7 My C J plros N. d/ ft f 4 ‘, 4 �� � r '� - 1 - F:IgNIC - r .1.41-«.:0 ON: 05/15/91------------------------------------------------ Pape 1 Tract: Tract 14042-BOUND Bearing Distance North East 5989.889 6321.168 N 00 03 54 W 989.84 5000.049 6320.045 8 89 59 53 W 1320.04 5000.005 5000.005 N 00 03 23 E 395.84 5395.844 5000.394 N 89 59 38 E 660.05 5395.915 5660.444 N 00 03 39 E 593.83 5989.745 5661.075 N 89 59 14 E 660.10 5989.892 6321.175 Error of Closure 8 67 38 48 W 0.008 0.003 0.007 Area = 914594.665 sq ft or 20.99620 Acres m+ TRACT 140 Mt- Engineering. Inc:. , 2900 Adams St. . St_dte A25. Riverside. CA 92504 Crd File: 218.L3} List File: 21E1B.Et] [N: 05/15/91 Page 1 Tract Map 140 ' u�� ** Section: boundary ** Lot: 'B' 5000.073 5979.222 28) 280 N 22 27 06 W 541.00 55oo.026 5772.612 104 CA= 22 38 50 Arc= 213.84 Rad= 541.00 CB= N 56 13 29 E Chord= 212.45 Tan= 108.33 104 8 45 05 56 E 541.00 5118.142 6155.817 281 281 S 45 05 59 E 20.00 5104.024 6169.983 282 ' CA= 91 06 11 Arc= 31.80 Rad= 20.00 CB= S 89 32 53 E Chord= 28.56 Tan= 20.39 282 N 46 00 12 E 20.00 5117.917 6184.371 283 283 S 45 56 50 W 368.00 4862.039 5919.889 191 CA 22 01 40 Arc= 141.48 Rad= 360.00 CB= S 33 02 20 E Chzrd= 140.61 Tan= 71.62 191 N 67 50 30 E 3.:0.Y) 5000.043 6261.033 205 285 8 89 59 53 W 281.81~ 5[00.033 5979.223 280 Error of Closure S 48 09 46 W 0.0010 0.0007 0.Cx:x:0 Area = 17575.632 so ft or 0.40348 Acres . ~� ` ` '' - � . � � ' ! ` � . ^ . ` . . ' ` . . ,� . .` . ' + ' . ` • - ,� . ^ �� � � � • . .~ ,. . " - rrzeNc7. - r .1L-e1«)^�: ON: 05/15/91-------------- - - - ------- - Page 1 Tract: OVERALL BOUNDARY LOOP Lot: ON STREET CENTERLINES' Bearing Distance North East 10000.000 10000.000 1 N 00 03 23 E 1319.46 11319.459 10001.299 N 89 59 02 E 1320.24 11319.831 11321.539 S 00 03 54 W 1319.79 10000.041 11320.041 S 89 59 53 W 1320.04 9999.997 10000.001 Error of Closure N 20 46 28 W 0.004 -0.003 0.001 Area = 1742091.489 sq ft or 39.99292 Acres ^ , ^^ °. , ~ - FFRierNIC: - r 1L^l()^Kt:2 — �minkr-7. ON: 05/15/91----------- - ---------------- Page 1 Tract: BENERL BOUNDARY LOOP Lot: FOR NORTHERLY NOT A PART Bearing Distance North East 10000.000 10000.000 N 00 03 23 E 923.62 10923.620 10000.909 N 89 59 02 E 1320.24 10923.991 11321.149 S 00 03 54 W 329.95 10594.041 11320.775 S 89 59 14 W 660.10 10593 894 10660 675 ^ ~ re S 00 03 39 W 593.83 10000.064 10660.044 S 89 59 38 W 660.05 9999.994 9999.994 Error of Closure . N 42 58 08 E 0.009 -0.006 -0.006 Area = 827495.958 so ft or 18.99669 Acres } (