The URL can be used to link to this page

Home My WebLink AboutCitrus Ave Master Storm Drain Vol 1 1 44 SIERRA ENGINEERING . CIVIL ENGINEERS LAND SURVEYORS 3 , LAND PLANNERS DRAINAGE STUDY h,, I 2000 IN( 3 FOR '; CITRUS AVENUE MASTER STORM DRAIN + + - VOLUME 1 - + + ON CITRUS AVENUE BETWEEN WEST FONTANA CHANNEL I AND FOOTHILL BOULEVARD 1 ._ . . . �Crat ,,, CITY OF FONTANA cr"�a �+r? Af _ SAN BERNARDINO COUNTY i t 0E4 ° � i R.C. . 33820 �t or ,Ir e�, J.N. 90 -065 .5•>.,.. a D ATE : 5 -01 -91 0 I /Ida I NAT' OWERS . RCE 33820 1 . 1 . 25864 BUSINESS CENTER DRIVE, SUITE F REMANDS, Cif 92374 (714) 799 -8080 • FAX (714) 799 -8070 1 _...... 4 ■ 4 1 TABLE OF CONTENTS VOLUME 1 PAGES 1. , VICINITY MAP 1 2. INTENSITY AND SOIL GROUP CHARTS 2 - 6 1 3. HYDROLOGY STUDY FOR DRAINAGE AREAS IMPACTING CITRUS AVENUE STORM DRAIN INCLUDING OVERFLOW AREA FROM BASELINE AVENUE PER MASTER PLAN. 1 a - RATIONAL METHOD ( 100 YEAR ) 7 - 53 4.. HYDRLOGY STUDY FOR DRAINAGE AREAS IMPACTING 1 CITRUS AVENUE STORM DRAIN WITHOUT OVERFLOW AREA FROM BASELINE AVENUE. a - RATIONAL METHOD ( 100 YEAR ) 54 - 101 5. HYDROLOGY STUDY FOR DRAINAGE AREAS IMPACTING CITRUS AVENUE STORM DRAIN, TO BE USED FOR 1 SIZING CATCH BASINS. a - RATIONAL METHOD ( 25 YEAR ) 102 - 148 1 6.' UNIT HYDROGRAPH AND BASIN ROUTING ANALYSIS 149 - 192 WITH OVERFLOW FROM BASELINE AVENUE. Q 100 YEAR FOR 3 HOUR, 6 HOUR AND 24 HOUR. 1 a - SUMMARY TABLE 150 7. UNIT HYDROGRAPH AND BASIN ROUTING ANALYSIS 193 - 235 1 WITHOUT OVERFLOW FROM BASELINE AVENUE. Q 100 YEAR FOR 3 HOUR, 6 HOUR AND 24 HOUR. 1 a - SUMMARY TABLE 194 1 { 1 71 Job No. Date Sierra Engineering CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS ."2/7;re2S DIVISION OF PROJECT 2000, INC /VI" By Sheet / of / E3nSELIME ;: • : • ?. IP • rc , ;1 ''.'! )0;.■fc■/ ! _J ih .1 • VI: :h • .1 • ; il:; It% 7 • .„ HI HIM ME R.1LL 1 __ Mir — . I VICIMITY MAP • • 1 1 1 1 INTENSITY CURVE CHARTS 1 AND SOIL GROUP 1 1 1 1 1 1 1 i 1 1 1 1 1 • L• 1.111 • 1 r - R5 1-- - 4W ) i:,. Vii. _i _ _ _ 1 ' S'" R7W I R6W I I t „„ s • -7', - -- RIW o•. R2E R2W r `� - T 1 R8 E — I — — / - — 1 ' — — �D0 r . q �. LI s NEwPIENIA -- ' T4N , , 1 1 • • Y i. • = • , % WEST - .- I. I - - - - -- / �...t 5 _ _� — — — - -- -r- _i_ = ` � '— 'tom- ��ll i � 1 /0411 • L . r ��` 1 , s �h�- • •� 2 • O . I 1.5 I t • r ruur • • ` F t • - 1 1 \ � M� ,. j - r . '- - _ R -_ _ I - - =1 .' I- •-i- I -r_ -` --I -I - . ��s • _ _ ___ _ -- \ t .3 // -.- �, t .I . uRR -- o i y s� — �:L __4. — — '• —(— F - -- r :. e • • — — — . / M t ��> jop .�s — --- r- T 3 N 4 . miti 1 � ;NT V :41,4iii . .:"--4111".ftilik..,,,- -__ I 5401 4 6i . S . '7 a - ""N" - reas .-- Niiik.-- -- i,,, - - ail - --:' I \I\ 1� - � Ise • ; 77 -i - I 1 . i 16,,,, __ • _ 5 ,,,,,, \St ,, „ : , . _. ...,...„.,, _ , . - ` - IS � GRl5Q 4 ♦ 0'.1r.r-f- 7 - - L• 4 ! % o D 4 ?4,V ; — �3 „aT2N .,e., _ i_ .4_ . _ _ ' .. - t ____,,; , _ ,,,, • - p - - > . n • 1 AIL /ft 1 , 2 i'-• • \ - �, iT I.7 vLLW( =A-It 'b 161%... ■ • • I'. :311111111111 - '6 11,41124!:\ ,, -----,..gireami-----"ImmilM,„ .._ '.4.- Ali / , . I ■ 1 s 1 • Q / TIN - - ¶ ± t t lIi : . f r - t - - - ' I • .,... - •A - - I !;:, : clit _ ._ ._..._;. 4: . L-I:. ___ .. I. - :,- . A 't LS I > � • ' - _ �,t.'i` � I , _ TIN T I s -..�� _ MIIIL /III 1 _ • _ _ I � C COLT.ON ... ; , Lt :, ,, ,.... i ,_ . ....„. s... i 1? , , /:\:,,,, IWIII Frat Abivo vaergasunemannumw immores pa /.. 4..R I A LT 0_ , OrattliWA . ---' - "....------ - . — -7-- . - ' • 111111111W • . e:,._ _•_ =PARTATM VIEWalumm ph minv-: •� - - -� - REDLANDS :i&i I. /� T r"" Ill VA NIELlikibilibb.. I� . OhR [R 4,./..,„ - i- 06 6 i — 1 — J' -,-* all WOWAIIMMINIWAIREMISM • a 4 .5 1 ilk � � � ` R I I R2 o „._ _ 1___ _ __ __. 1W/ R4W 'I5 R3 R2W \"RI' ', l EO Fi .oOQS _ DISRI T CT , 1 - aR <oo - R 5 • VALLEY AREA T3s ' - °_SaTRO` I R EDUCED DRAWI N G ,� T ,� = • � � �� S CALE I 4 MIL Y,DD -100 YEAR I HOUR 1.a � SAN BERNARDINO COUNTY "'�°”" "°"""•"t' MAPNOIED MY LEGEND ; p - - - -- - - �i� •. - -- -- - -- -- " 8 Hr - .yy HYDROLOGY MANUAL • ( t.8 ISOLI PRECIPITATION (INCHES) are sc.Ei ra[ M° 0�[Itr N° • iiiiIMINUMMIK AK YJLRIE I I i • . R 7 W , 1 R : I R 5 VJ I I , R 4 W ' � >< -; — -- — --L: .- -- -- -- — - ltr . --�`` 11 _,_____,_ _ I — — w. N,ry„ R2E ' - % NE!'ER11 �� S" .— — a-r »00 - •• I _- __.. . - I - T4N • I , 1 1 , , �/ 2.5 . I 4 - 1 - 1 - - il �" ' .lLifT.R. T �TJ I . aa _ ` _5 n i ( , k I - R - ',,11� R - - - - le - .,•i' c` ``.i ' \ , k I . I I I I 0 I 44 7 . - — - ISO'- '_ ; �• 1 ; �-..' ,÷-'7 --t- .L -� - - - . i - - - _ _./.4•' 4_5 a ' �� - - �+ '�� 2 - • ,J RAT' • AKE . — j s I z r j z z i♦ � ,� 4.S I' I' '?,:E` i�r 1 I I - k -- - �� I— \ � T ' IR :411r, • ' '-.-' - . .;_ 1_1_ _ . __.__ _ _ .4_... -.' - ! -2." __ jl , _ / 0 11111.111k. ' 1 ' 3.° 1 : ' 7 -7 17 1 - I CO I I ' `jk z• t tir I •I � — - :: k — S � ' - ` - / r - t'-^ - - __ - I-- - - - t l - ur Saw awrnw,. ilk -�■• 41 S 1 I �i& / !Ilt t, I! 1.0 ` k I I c 6.5 N '''. 7 f .. ^ - w Ri1R u¢ Y - u[aKOwG. t�� c t ` \• f ' .'.w'.A}... / - *f -t In./.... • il 1`1, J1► . E. \ • �ti ` • � .A.. b. � .pR�`�e -.. )K 6.5 .- -„ ii,, lJ - — — — __ -1- - -a — — 'lift • c . 4 , 1161116.1111Walleigir , tiff �� .I - T iI � ♦. 'O _ •� ` ` - -� - -is - -- _. - � • V - _ a _ _ - I N. - , - -_ l�'v- I A TK ' I 7 - — 7 . - I� 'LO r ,L - r I S.0 l� ' _ r Y p �. t r _ _ k ■TOM L r _ .v • _r -- • • -...... .- . .., . _ J � i — — 1•`1.. — r F _ �'i 7 % c' ~- - • . , — ' i �`('•� i I j '.---1 ;� • �e�. ..T I N • Er � • .•.�11 „ °o E 7 I . • �1�C I 3 ` '1' -- - - RwAR0,p0 , I -;& i \ _I II 1 -I - u PLANO = r - - . noteimmintatiml.0 imismitir .-. , -- Neek k A i ma i , � - , , , ; rimmespipzaimimm.L.. : mol • Ea .... cucArO FONTANA- o �• , T 1 S — �lir� _ I z -! a —.— ., , _ ONTARfO? •. — OLT,O - - - . al • �-! •� - I1. — �� ...:M REDLANDS - — �� I - -- ��1' -� ' _ - r i �— -- _ CO -l_ I - . - i— + —, '� . - Niii _ cR .uwUFt �•Fr' I ;/ ■M TE RR.ICE � . ` � ' ' - ..: ` V - CHINO 1111 IMEI - _ ....Y t - - , - H R t E /1 _ " �ti.% X4.0" 1E I I T2S --- - - MA L - - RIVE R■ME COl/R.T r ;).•00 _ ' -� ER' IDE 3.o i ' - ' - - -. _ - - - ^ =DER - �- -u j i — I — f ..o �� T- -� f - ^ w � ik a i p v i_ , , '\1 a��u I .NSP� - ., \�� .. 1 4 \, .SRI ,'+ i 1 !` 1 , � �1 I ' , / i I l 111 t ; - -k - • + --' ' n - - •-*- - f - I - — - — SAN SEltNAR01N0 C -T { . ✓ , C— -r f t�40 CQ�TR4L D( ICT - ' - I — — - -- - — - —I - — — --1 _R5 w • 11 - — vgaDO — _ _ _ f — _ _ _ _ _ _ _ _ _ - - VALLEY A s ELOOO °ORrR°. REDUCED DRAWING 1 R°5 I I SCALE I - 4 M I LES goNrt:TALs .� ?- - 1 • -1 " t - -. — - Xa • !OO YEAR 6 HOUR • ' I C ■ A ' ,, SAN BERNARDINO COUNTY °` �.. ,n„S=, s 7 - ,,.i, - - I- - - _ -- - - 0 — — — m eE I R8W 1 1 1 ' R . . ' R6W FLOOD I No W j 1 4.• Ifs2 HYDROLOGY MANU 00 I=OLINES PR ECIPITATION u t I� SS. r.2 . , MO -I 1 Al it I ¢ B -13 Pint IRC R -R 1 R8W R7 • R6 I - R5 1N R4W y - `� i�a - .- __ "�*� ` ■ "-1.9 T — — - 1 - - ten..[ _ II - ,. o 1 , 3.S R 'a" s I ' , _�� — •■• — J • - y —' — — — — -- ' • - — T 4N ^_'� — 1 — :R2iiii:E r � - ' / R 17_,.....r s.0 I 4.S y1 / - t� 6.0 ! I IMLLIt 4t< ROIw <.. . RV_ _ :5.0 ' ..,,..:, cc _ ,,...., rI t: 0 1,11Pr L , T '1 �1 s [ 1 6.0 , • I ±• . I� ' w 1 7 - -I - V - �e� • { / S `w i 1 � � ..� - — — — t R. yo EsN♦ E ,/ ,. 1 1 12.0 -, ., _ 220 � i / - [ ■• Y ': {.1 TAR,. - /— / • 1 / -+ — I ' — _ _ l ` ` 12.0 r i t _ I I s ' 1z T — I N vii ,,-"AMWii.,,_ '*--- — _ _ __A___-;___ 4 .__ _U .y .„,,,, MO 10.0 '11 --' — ' .R4r . _.„, _4_1. , 7 I ' ' ''_...g ''' f: E ( _I Y F r ` 22.0 �a /- - - 1 t. -- - - _ L _ I ` ' ` - _ � _ Own ♦ R� R I L + _ ` C' ` . . ^ � �` � L. ♦RR _ C � + • 1 VNat \ , 1'_�- i -^ �\ � y DRY) E 1 ___ vvv///C � 41*". - � 1• I ERwI i L�, r� -3.sT2 N ‘,40/121TLISC s IP ) L ; -, _ _ ___ i ir - - .,..c < -' • • ---. i o.o - - i :: -- - - r - I. l 7 1111114 gi l " % 0' 1 '' .11 ' . • MO ' F - - • 1 [ { L w1111{ {+BAN[ {s y c <R�D.• i C6.0 , 7 ,. 14.0 a 14 T - - -- - - - - �- _ - - _ [ / .L ► - 71%0. ! (- ` ' ♦RIO• f .0)011111e 111 ' i i - - ` % • •'.,f -s — TIN _ _ _ _ • 1 ID.o �� y Ian � I y I a . Y I WjE: i tom. . -. - _; 1 : _ �` i - — : ,t UP T , ' �� ` I \ �J I i i pJ \ ) ,. . _ _ - - / �� R ALT 0 ��if�t w� i°!�� - ,. _. _ ' cuugw. : -, ' FONTAN P I� l _ �'�,\ - _ mo t^ ``i' — ' . — , \ T I S -- .....rapiwstIMIW, „ _ ONTARIO ! TIS .. :-..! frAmmir -iirepp,. IcteLaimimosiamirli - ' � R E D L A N D S �� ®� _ � ' M.0 — ,Ti i , is/ ��` - ^�� - r. t♦M { CRNARDM[° • +- �� I I 4. r.5d 45 Milmih mhm...._ I I ! R 11 . 4 , _ ,.. .. -111111.1111calliiiil -"'" - AB- F ' Arvatir-AliaL RIVC RlIDE COUNT 7,:;:j \ ../ ) 4 ° 00 4044 • IDE , T2S - - - - - - % WO t WPM: k!� ' , ..� 5 � 1 \ , R4W . L , R ., so, , - - R2W . - - .0 /RI ■ ..._ _ • -__ _ _ or -___. - -- i , ✓. - f 4 s - SAN LOQD CONTROL DISTRICT ; 11 _ lik'' _ < � Y R 5w 4.0 VALL A R EA :3 ` °^'° / REDUCED DRAWING T3 - -,- — — ■ 1 I$OHYET I SCALE ALE I = 4 MILES _ -- • ,- i ,•v� "- - BA ON : of spAA '' 1 C a SAN BERNARDINO COUNTY BY MI -;- - - - O " "° ! R8 , w -- - 6w - R ' HYDROLOGY MANUAL F /- q / b .0 ISOLINES PRECIPITATION (IN HE3) DATE SCALE FILE NO. MO. `J 1962 r•trE W80-1 6 or 12 I R -14 FIGURE R -6 ,.. —� _ - -_ � - .. _ - - t . - .. r 'p :1- - - .r„ - y'.i`�� %i � ,[ � ;S:y�- - sf�'' � �[- • :�n� may'.. - ��3SkJi -��i� s. /i_,,,. :r r. : �:. ,:;..r�T � \'.:� � 'fit' - 1' ' _ - . i - _ L •.. i � •! \_ . ✓.rl°`:y '1'' !v.` I` . r •.- ' ' '., T =„ -','. ' / � �- '•'� _ ^ _ _ _ _ _ _ _ _ _ , 'D . .. _ _""'1f : c "' Dkt1A r � - _ ,.. ;�. f' _ _ � +.FS'FS3' �;b'tiyt;g; '?+a,. - y : �"�:� 2t;; � 'i:_ w 'S.•:: < �; -✓u- - - t� - - ,. _ . .�� ,1 ` �1a. � jp i:� .y ) f � • �} •! .� `� / r . ., w _ - - � s l - -� _ f' � . �� j f_ .�._ /- _ / .lr� / D . - \ - _ _ ▪ - �,,�,� '! F �� - � _ _ J @� "- }- \t�l I t _..__ —. _ �E.� � _ - - _ �. _./�� +.1 '` Y _ , __ � k,l _ - - - - - J � �D - '=-ti ...` .�% .'.J�. j .. l,%. _a� .F .r? / y, - -ir •. i '�� _ "'"� _y • • -,:rte _ - - � - - - . _ _ _ -. - .. .- - -`_v - :.�-- •�. y� .�_,'K'' e T .re.'" . p�� - ��, rl �.8 's;:i; r_5+1= "x_.p'•,r o• ``...� _. - - - � :? - _ /. - .r _ e.. J � - •.'' - - ^� �� =�;;- � z.- - _ J r - - _ - _ '�- p ....- }� � �� - . -. - - a � - \., , \: � -..D - ��5� _ N _- :�' 'S� _It •av�w�4`'l. s • T - 3.. .,.fir- �� , r� - ._,,. -• t L. - - - - - 1 - 1 .G- .Y: iE F - . ... +1 rah :�..- .r .`.1lr i'+. - _ _ "�-;� y� .r- - ._ - - - I' • - _ - - } - �L �.l^. •I` ..1 �'•r Ar"' �� <Y• .a +�y - _ _ _ , � v � - .. - . . _ � � - - 1� r `r /� ._ - - _ �� }, n� _ {�t c � J � /'�. _ -� ^ .•ti ,` - .z � r . �) 'a�', •t� a_' 4 - .l` +- -i+�� i ..., f -- - - �` �`- ' �'�' � L _ n - s �Y .� i - • � a - S � "=�I- _ . _ _ •st`;�'.., - a•• r r ,.�,' - • ,:,A�v:.- _,L ,✓•t� - - v�. _ r `1 Y+., _.a - ar ^`._' -- ,;:- L_ I i - �,�} 4- `_ ,�� =� -,- ""a � �.,�.�``• ^'�,^ _ • ,. :i :Y ., - �.w...:� "�i� ,�.+. ': � - �-Y. � S •,• rot.. - i - yV " -rs - 4- - .,.a ' -'�.. ' a' as - t �f�� r - , d' �o N..�" ''t. . r� o� r� c -7 ' ` y r' �.:\..` � . - a,' ' l • �/ y''. + ` dr' -. • - .'�S, '.i;J�, • - ,_., - �,1, -._ - _ _ �' -- rs- +!-,.. S. � ems•( - `,.>:F��1 %= �'lt;�;... -:. .7': - _ _:� .7..atti� �_ - t.t �V~ _ _ s".�'�> a ll D - i !t �, �r ��-R. �". . �%t,�1� :i.:: -•, h-c"�: \ice ;:Da'- `.:.-- :- a':.+�. ..�..:..�. i.. _ _ - _ s - r / :.- _ ',.i.; I� - _ P.. r . q�' T I . .t... iTSC • - � - '_' _- S._ . �:« - '.' _ - _ - i ___ �� - i ^ .. - j �' = i t I - 1 7, c.... Vic"" }f e.. _ sr � .ti�.:S - . '�' - . - _ - •�• - - : ✓• ,. (: 1.... -� *�- j y} y� �.l ., ? . - 't,` .Jam:; .:L - - _ ..,.. y � � - -- �' - � \ ;a - fix � . � s.,.,...i y ,•r r, !7 • (�lj'� .` ��j. ,!„ �i ,�; �. _ � • . ..ter_ �" . ��'_...,�,,,, • �' � - • c I w a c -. g � ,� .,n .`+�.i...f• - = _ [ _. ^ i ' - _ - �^•� i.- '�' - ��.'.' -Y�i� _ -L - - > aC� - - _ . � ....]..� r�i.�� "r.... �.r . - _''l - 'Ynt - j ��' +-.. is -. a '.SS s_. -'�_ .a` ` '• f' .`I`'I - •.�:I •J � - �.. -..` - ,'�•- [.Y.� \. -� -n, ' - �' -tea - •r!�S`'c� - �B' . - �. _ � �.:a ti' n. -'•,,} ��-+ •i p � i -: .i2?� -rte-- j `:t ��: ; ,�...� „l �i. i`i �, i�• - <ti ✓'.,- r r ' - _ - :1 �- � , , a �'7 �- �i 1�- � ��• .VY_ _ - J� •C - �� _ _ _ y _ .�`;_- , Lin• .!i� �•� 'V� X�: _.. Lrt _ is ~ .'•i�..�F _ � .. � - � • -• . - �.- . ,^ ...= _ -.. . � .. - _ _ .�.. � � �ti ` _ - .•• i �� . '' .._ • �- - i' is - - •YL� _ - .' "' -i '�� ?�" ryi - 1 ��e - y� :,`':.” . y a - _ _ - ice - .�• - l _ � - . _ _ - � { Jam;:, . �.:.✓ .� a... . ?t< <:.`. . �•::• •- _ - "t' - _ Q - ' 2 1 I t X'1 ti.t F I a t n t t r 1 \ :`. , i`' n l� - �: - 7 +'/ 't�i � %-"�- r r .-.:- �♦ � . r^ _.r ._ �y2> ��. - ::. i7 - '.�� -a t �Y w 1 ,� xf -. •,=2r -'- :: f _ -. , r'' 1 � 'r _- • '• -?• _ .. - '''sue -. '_o . F .r � \. y �� . .. :. �' �- .�`C c � , � - _fir. _ . i - -t..: - . � �- { s' '' _ s. �, �,.,�Si '.Fr.�"i�y•�{,,yr, T "_ r j�� 1.7yv� -::.. •- �1 �.p ' - . A ��,r, •,� r: -• .t��..Jrti.: t'e -�Z .�r -_�� 1 {;- - - "+- t . _.. f -. , �D._. `.. `sir - r, t�:��J - �',�t: �� ?., ? \.:: _ '-^ -'� -•:...i�:a.�• ..rr --- - ,•. -,�.1, �--' ' -- - . . _- - .. _ - .7�tLfi�dLOH1 " -�,�. i:�� K _ �t .xj�•i'r' • A - t':.:_; ..� :S` - ' ~ � • `� r - - � - � -- --� - -- - !� - - _ ..T-�• ^ � - '. -• .�....� '' _ 7.SDl3RLt *OEOtLDOY'�MAP _ - ' : _ _ -r \ - _., -_�__ - .�' -- -� - ��.t - �Q • ]l �•@5y'• T .:I tr �.*i� a .;� `, -'I', '- 1!F. -, ate,, ^ I -` • ..:� � ? � ' S9tAtGE Mt7C� SCb- Sl1RYEY: _ ..�. • LJ. � ' �y _ - _ �, .•r � y _ f - • ,. `" �- - A _ .- . -.._�• .�,. -, _V —_ y Vi - � .. e, � � •_ ...._ „ _ _ - - .� r t : _ ,�• _ - �` _ - _, r �r �"' I it -_ .. - -- `_. ._- _ _• 1.- _ - � ..�._..((.tt_. _ ..- - _ _ -- _ _ - , - Fi r r A - -- �: _- _ -y•� _ .- " __� - _�+ L � - ,lam I - _ -_- --- ��_ ..._..�1 -� / (4J - _ �' �� i ' � � _ _ a �. 3 .J _ .- _ ..._ ._ + - q - -!' •! I � T. ' _tea_. - - � �- „l..r,i - i' -. _ '��_� i - 1: • y ; � �� - �i . - _ _ _ _: .. - f ... - - - ... r' � ^ - � '_ c - - ��+ �j � �• , ,�j'' (� }- -�.fi�. - -"”` _ _ ,:.a�� ~a :i_,�..r "_ � � '-r•__ _� , r..... .��. � �-_ - ---- ...r_i'�( � �'_'_ / /�` „ t` 1 � -.• _. _ t ~ . -- .. � - - r- ��v'� - � `• -fi - __`'5��" F -s''_= 'A .r3r �•v -� Va _ _ � _ __ _, - -• - - _ � t it __ I .�-' --�_ -- ... ... -. _�� _ _ - -_-• _-_ ' • {•.... l_ _ .��` _ _"�' -rTr• . { t . R 2 � � =.nn1.. .:ae :'_ �' _ ,.._ ��tar!��_ .:�� - '_' _. � _ •t. _ .•5. •I - ....te - I � _ �_ -" �_ _- _ - _ �� s ' y' iRlq - ' nr - N �Q' c . !i./.'+ "•r•- ;•�' . _ °`�"LY ? "� - � ' / '1 '/ - " _ - -� / �. r -- .�_ 1 . 10.�_�t'. r � -. � - - .. _ _ _ _ ...e. c z' �� J .!: _�,�.1',t�, ?a_ �"'; _ der$ =i: s � -_ • •':r - - _ '- ,.;;%; �'� •� -_,�� .. f , e . - t� _ ,1.� ��-, _ •.o,.,a J _ � _ - r.: ' �. � _ � _ ��•v- J ��{�► - _ _ .a, ;L /''_ - -n � �` _ - 4 U I -f �" i- �.:: =� _ -- _ _ L-��I!//L/ . -� iL�. - ?•E�i _ �y i " el � -e'._ Q .. _.'�., .Jib\ �� Y�r �__ _�i _ _ �'' -u _ �, � •_' _ � w- slsy•:. ..If -w�. ___ ' a .. _ - 7 ._ ..... _ - -.- - _ .. - _ s: '"t � �f. • }.' {' • 'r ' -t, .. 'u� a,�G��w:.._Ee ..nG: - 1 - _ `_ 1 : 'i'r �� r.. - _- -• �!. - ��.''s s - - -_ _ ._ /. -. - - -_ -' _ - _ � _ _ �' �~ Q �•- a G: � - � � �� A r __ - �w��' _.' � - �' � _ 4rw .M� __ � a - - � 2 : _ { ( � �y'�'^ - - ' A: � - _ c<. _ .�,: •� -- _.•� _ ,�3- -= � fir_ � _ _ x '' -;._ � —` �—'- ��f� — a -. - J � + rR - � _ � A.� - .- i ^ji: _ . . =_ -- y _ _ _ Y:I - •. _ _ k3'�r -_�- �� •�;t_ ,�•.•,: ��- •I - �� - ��' . ,..,. E Lk:� � - . � -:�. - .i.. =mss rc a„ - • _ .. - - - • I - _ � ,-:-` __ _ _ •._ -'-/ ^ •. •' ��, fir _' - - � _ �� - ■ � - I _� : I �. - - -- - - - - --" ... '' - . _ '��'�� i ''' _ �`�-- - �.rr _ ��'_?c� - - `� `.r�- ' - - :w_ � „� �• � i-=.• -. -r. _ _ - - � ia+7 *iii ___�' "` _- - X .:r -.r _ ��;.- -.f_ . h- -= Ks - - - _ - _.._.a *- -- - _ �� " ` • s... ✓'� i .` � - r ��t _ i ---- �_v� :._.�_ �_-;`--_, -- _ .a :K ;.� :rem' t i.- � __ 1 � _ � - e _ - .,7+ "a '� ,_ 1•il - :� - L��`�. - F' �"' ,/� � _' - - - �" -- - - - �•^-_ - -= • _ _ L I u - _ - - - _ _ - ��_ .1 � - - - . +�� - - - - ' - _ 4' .rA �- •- :'j`. - C wit • � - _.1! - 1 •_� ._ _ Aid � tom` -�•' .' _ (: -`= 1- _ • _ - '. _ -_ { - - _ _ - �� I �� _ _ _ • I �i Y •� {F' -�'•�. ter - - - - i - ;.t � - _ � � --''�h � /� :r ' - Jtt�n -1 L t /�. ri � - r' .>��_!�ra. - v" ` - .. ` - � ,I �Il�,._ -_• _ - - . �. -r _ _ • ::, \ /- e'- ! -a_ C t =_ - yu _ -. _ - ^� - __ _ - I - .r 9 -_- J4L ir� n ''� - i tf „ _ _ ,ic,/ ^ ..Y , + c q*r'' Y' - ..su _ - _ t�.� '�C {. �{�,...� A - � � I - '' F' - _ - � I - ::�4• -" - _`,l , .�q _nL '�I t .��`n y'. ' ../'•' _ ` a \ \ t �.Y t 1•_ •\ � ..��{�_�� _ gri.NN'1.�:%.� I P i I. , - - l V -1 _ "'��,S�i�_�" -_ice f -1�L I�,..r.., - _ _ - - _ �. � r a / • _ _ [' maw.. .:� _- - . - _ _ �.� _ .. _ ." .� ��• _ r _ t •� r � ._ -- . -. .: ' ......� �� •.� �a _ .'/ ` ciE «l 1 - -° ' - - - - - _ i r._ - - -- - i -te r^ -- r� �o - - --' ` - - - .'x;,. - - -- �r . y7 . tt2 ri �'t� �y�"'v - s�'� +l:�a�... /i5 . :�� • Z. -� f • •�� 1� ate. s �1x "� � - � .- j - T I, ifi-', r :I _ .. � .:. :.. ..)�� `�_ • I e '� ^ �• - � r� ^ c.:%,,, - 7 a'.- ��.;_ -. � ♦ i tll - f ` '� .a 1 � - � __ . �r_r _ .: .if r r ° ar . - _ 1 •..�,_ �_I : 1 -� k � -� + ° 7; _ �•''� '� - I - .. _ L' '� �►� r•� � :_.' '/. .v -- 1 =-s. _ _ .iiF _� _ o_ - , - "�. I C _ 8 - r'��• _ - • - T_ .:� ��'"� •= I _ - �� _�; _ ,�-� 1. �' ,.w.. t, .�•. - . •. - ,!' 1 asr 0r �E -� _ �- __ •��'= .. _ .. _... .__. .t'1 - ! • r __ �.�- �.- y"*'�_ -: f._.- _ _ •iTJ... .II, :, r � P•_ _�e.� N'�_ i_� - �� _ .. _ _ :J,� `:.. � l= ` - i�i e�C.� n' � � '�� '�N i+, � _ �tifi ~ ". . U 1 -- �- __„ � � s � �` f' . (..','. _ :tea �� ;.f ' \ }� -_ r � ; :_ - �ii:: �� - _ _ _ -- .�s'�� '� � p, - �la ifs ��. � ,��_r � � ��aa..w��°`.' --� 1 I Ll � � - i • oc -t - x ': _ p - - . I -tr�� -_ -: �_� •'• ti I;r :.. °. , r - I� _�'. �i. _ � .. ��aetlU: �f --�- �� r _ :�1.• - _•� � �� .w....+�..c:�� +�•'' <!a - 7. � �, ... I - / - 5a- _.'I - - j. ......,�_ _.ii -_ 1 . _.7r - _ _ l .�• !�7 .�7 • `{... 7� ��y� �! - ��.�:r I�' .E� TA P.IC - �.'I "eT�e _ / -' _ _ - J'li'+ _ = r a'Et�''�9 r __I. _ _ ? _ �! ' _ ■".� -J�.��""'� .sJ - ':.+' � • _."� � %2 `'wi•s�: : _� ... i -s.. #..� .t 1 u , - -:J- •,n �.,,. ;V _ - - ` � �'�` �..3'::i �I' - ��i =;: ` - -1 r ,� r _ S.� 1• Z �� 1 ;��y�i�cai.rQ �••' L .+ �. �'� �, 1'i� _ t �.:.. a .�s s�� - • b' _ - _• � � _ _ _ ri•. , _ _ _ _ _ _ :�7 - - :f. _ .. _ - `_ ;,,d �i - .�' �. � r „ ••� �:�+'�JIrC'� #i p � - :el�.� • ��y J _�.a1�r_: �i�ia�_ �. �� .n --F'e �= I � -- '_ y - - -= y l , , .i �_� _ � ` - ?'_ti _ �J, ' _ , iii , - - \i` . `i-_ t� � w�f_� f�N� ; r F r 3` _ � (� !�� M_�.alye «...� �.ua� .- � . �_ ` � -� - _ � Q = � - _ - �� - - _ - _ - - - - --�1�' ' r ' - - "-' �� t�IT��1�' �N i:t�a•.1`i�tt��- �a_.,j��d�l��. r .• ._ '__ - '.t!!�•�1+na!!!y� �N \t• ,.�o..- ..s�Q /1 � !�' - ._.- _ ,f/ --� _ y- :_ 'Tr"_'_T.T � ,. 1 - !.••�. _ _- - _ _ .�..o�..., i..: '� -- -- - _ : .,; �::. - a-- 7= �lrla•�/OE�.-r# -- - - --- -' ---- - �- -' - c .. ';i.-- �- - `'�: == = r'- - ±.....•un � >„-� - t•- � '� - - u .... _ _ �l 1, I -- _ agar► -+ - � _ -� - .C� = - 7: ' __ _ -.�Gt :.1r s _- - - .?L x +c+.. _ _ _ �!'T .t - _ _` .- ..q,�. -.. •".., 1. _'�1 47 -.� _ �.+ .y _... � ,y ' 1 �'.� •_ _.,: ��o.. mr• _, -_ - _ .,� ..aa - � w -- r} l �s `� �_' __, -- _ � �', �_ -r'- ...-'�x1'- - - a - - r'S.� � "" -.. i.� ""r c - ',Q'- . _ � s....i - - �.rrsi.rarai - �.� y� _ _ - "_ _ _ - _ � � �� r _•�J - _ ..t. ':r`�sr - _, -.... _ r a ver YfM7 - �.. . �: rl'i_ :T ._. .. .br_., n -� .._ :its~. -^.- _. .._ -_ .. _ ._ ... _ .. -._ __ �' , - __. -.__ .. ...- __ _r ... �1 .. 'a ,_ .. 7�� _ . I LEGEND � "' 1. _ _ _ _ SOIL GROUP 80UNDARY f....� ..••'�•- •- ••�� ^� 4 �\ =_,� •` SCALE - 148,000 A SOIL GROUP DESIGNATION • �- � 0 _, ��\ 0 �._._�.- BOURDARY OF INDICATED SOURCE SCALE RED�.lCED BY 1 /2 H Y D R 0 LO G i C SOILS GROUP MAP r SAN BERNARDYiO COUNTY f � SAN SERNARDINO COUNTY � L� FOR HYDROLOGY MANUAL � SOUTHWEST -A AREA ca c -e c -a - f c -a INDEX MAP I _ _ __ HYDROLOGY STUDY INCLUDE OVERFLOW FROM BASELINE AVENUE Q 100 YEAR ,� San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CivilCADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 3/19/91 HYDROLOGY ANALYSIS FOR CITRUS AVENUE STORM DRAIN, Q 100 YEAR DESIGN Q, INCLUDES OVERFLOW FROM BASELINE, Q 25 -100 = 89.70 CFS IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO ' DATA TO BE USED IN RAT002 FILE NAME RAT001 J.N. 90065 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.010(In.) 100 Year storm 1 hour rainfall = 1�520(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.520(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 Process from Point /Station 214.100 to :Point /Station 100.100 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) _ .32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = ��2 :634(In /Hr) for a 100.0 year storm User specified values are as� follows: TC = 24.00 min. Rain intensity = 2.63 (Ii'f /Hr) Total area = ��- .- 4�- {-Ac.) Total. runoff = �`�� 83.70(CFS) Process from Point /Station :214.100 to Point /Station 100.100 I * * ** CONFLUENCE OF MINOR STREAMS * * ** i Along Main Stream number: 1 in normal stream number 1 Stream flow area = 46.400(Ac.) Runoff from this stream = 89.700(CFS) Time of concentration = 24.00 min. iii Rainfall intensity 2.634(In /Hr) �' Area averaged loss rate (Fm) = 0.3926(In /Hr) � Area averaged Pervious ratio (Ap) = 0.5000 i al i Process from Point /Station 100.000 to Point /Station 100.100 * * ** INITIAL AREA EVALUATION * * ** - COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 i Decimal fraction soil group C = 0.000 � Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 �j Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: � Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1396.700(Ft.) Bottom (of initial area) elevation = 1387.000(Ft.) Difference in elevation = 9.700(Ft.) Slope = 0.00970 s(�)= 0.97 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 12.176 min. Rainfall intensity = 3.958(In /Hr) for a 100.0 year storm '"" Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 17.456(CFS) Total initial stream area = 5.000(Ac.) � Pervious area fraction = 0.100 'Initial area Fm value = 0.079(In /Hr) +�t +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 100.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** '� Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream = 17.456(CFS) ,,� Time of concentration = 12.18 min. Rainfall intensity = 3.958(In /Hr) Area averaged loss rate (Fm) = 0.0785(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 �"""! Summary of stream data: �i Stream Flow rate TC Rainfall Intensity � 'No. (CFS) (min) (In /Hr) 1 89.700 24.00 2.634 +�► 2 17.456 12.18 3.958 Qmax(1) _ 1.000 * 1.000 * 89.700) + 0.659 * 1.000 * 17.456) + = 101.199 Qmax(2) _ 1.591 * 0.507 * 89.700) + 1.000 * 1.000 * 17.456) + = 89.839 Total of 2 streams to confluence: Flow rates before confluence point: 89.700 17.456 Maximum flow rates at confluence using above data: 101.199 89.839 Area of streams before confluence: 46.400 5.000 Effective area values after confluence: 51.400 28.541 Results of confluence: Total flow rate = 101.199(CFS) Time of concentration = 24.000 min. Effective stream area after confluence = 51.400(Ac.) Study area average Pervious fraction(Ap) = 0.461 Study area average soil loss rate(Fm) = 0.362(In /Hr) Study area total (this main stream) = 51.40(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.100 to Point /Station 101.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** l� - ._. .. .. .. - .. ..,. ,...., ,. �,t, Top of street segment elevation = 1387.000(Ft.) End of street segment elevation = 1381.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 106.122(CFS) Depth of flow = 0.772(Ft.) Average velocity = 6.004(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.25(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 28.079(Ft.) "R Flow velocity = 6.00(Ft /s) Travel time = 0.92 min. TC = 24.92 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.575(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.877 Subarea runoff = 11.015(CFS) for 5.000(Ac.) Total runoff = 112.214(CFS) Total area = 56.40(Ac.) Area averaged Fm value = 0.365(In /Hr) Street flow at end of street = 112.214(CFS) Half street flow at end of street = 56.107(CFS) Depth of flow = 0.784(Ft.) Average velocity = 6.053(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.88(Ft.) Flow width (from curb towards crown)= 28.716(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.000 to Point /Station 101.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 24.92 min. Rainfall intensity = 2.575(In /Hr) for a 100.0 year storm /J Effective runoff rational method) Subarea runoff = Total runoff = Area averaged Fm coefficient used for area,(total area with modified (Q =KCIA) is C = 0.869 8.841(CFS) for 4.500(Ac.) 121.055(CFS) Total area = 60.90(Ac.) value = 0.367(In /Hr) +++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.100 to Point /Station 102.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** di Top of street segment elevation = 1381.500(Ft.) End of street segment elevation = 1378.500(Ft.) +.�► Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter.to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 'r Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 �. Estimated mean flow rate at midpoint of street = 124.037(CFS) Depth of flow = 0.819(Ft.) +�► Average velocity = 5.880(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.64(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 30.474(Ft.) Flow velocity = 5.88(Ft /s) Travel time = 0.57 min. TC = 25.48 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.541(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.864 Subarea runoff = 3.908(CFS) for 3.000(Ac.) Total runoff = 124.963(CFS) Total area = 63.90(Ac.) Area averaged Fm value = 0.368(In /Hr) Street flow at end of street = 124.963(CFS) Half street flow at end of street = 62.481(CFS) Depth of flow = 0.821(Ft.) Average velocity = 5.887(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.73(Ft.) Flow width (from curb towards crown)= 30.561(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 102.100 to Point /Station 103.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** �tl eel Fl 0 p J Top of street segment elevation = 1378.500(Ft.) End of street segment elevation = 1370.500(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break,= 0.0150 Manning's N from grade break to crown— 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.791(Ft.) Average velocity = 7.119(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.051(Ft.) Flow velocity = 7.12(Ft /s) Travel time = 0.82 min. TC = 26.30 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 135.327(CFS) 6.22(Ft.) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.493(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.849 Subarea runoff = 17.290(CFS) for 10.600(Ac.) Total runoff = 142.253(CFS) Total area = 74.50(Ac.) Area averaged Fm value = 0.371(In /Hr) Street flow at end of street = 142.253(CFS) Half street flow at end of street = 71.127(CFS) Depth of flow = 0.802(Ft.) Average velocity = 7.174(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.79(Ft.) Flow width (from curb towards crown)= 29.624(Ft.) +++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.100 to Point /Station 104.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1370.500(Ft.) End of street segment elevation = 1352.000(Ft.) Length of street segment = 960.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 /2 0 FI t� Fl � di Area averaged Fm value = 0.375(In /Hr) Street flow at end of street = 160.853(CFS) Half street flow at end of street = 80.426(CFS) Depth of flow = 0.884(Ft.) Average velocity = 6.669(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 10.86(Ft.) Flow width (from curb towards crown)= 31.864(Ft.) rational method)(Q =KCIA) is C = 0.831 Subarea runoff = 18.600(CFS) for 15.300(Ac.) Total runoff = 160.853(CFS) Total area = 89.80(Ac.) 156.860(CFS) 10.57(Ft.) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity 2.365(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (total area with modified Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.878(Ft.) Average velocity = 6.639(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 31.572(Ft.) Flow velocity = 6.64(Ft /s) Travel time = 2.41 min. TC = 28.71 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 107.000 to Point /Station 104.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000, Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 28.71 min. Rainfall intensity = 2.365(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.828 Subarea runoff = 6.037(CFS) for 3.400(Ac.) Total runoff = 166.890(CFS) Total area = 93.20(Ac.) Area averaged Fm value = 0.376(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.100 to Point /Station 105.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1352.000(Ft.) /J End of street segment elevation = 1341.000(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline 8.0(In.) _ Width of half street (curb to crown) 32.000(Ft.) Distance from crown to crossfall grade break Slope from gutter to grade break (v /hz) _ 0.020 Slope from grade break to crown (v /hz) - Street flow is on [2] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 166.890(CFS) Depth of flow = 0.871(Ft.) Average velocity = 6. 599 (Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.23(Ft.) Streetflow hydraulics at midpoint of street travel: + Halfstreet flow width = 32.000(Ft.) Flow velocity = 6.60(Ft /s) •� Travel time = 1.62 min. TC = 30.33 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.3 Hr) storm Rainfall intensity = 2.289(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified r ational method)(Q =KCIA) is C = 0.826 'Subar runo� ff - -- = -- - _0.0 -10 CYS €er - - -- 8:00 c. Total run = ( ) 93.20 Ac. 166.890 CFS Total area = ( Area averaged Fm value = 0.376(In /Hr Street flow at end of street = 166.890(CF5) Half street flow at end of street = 83.445(CFS) Depth of flow = 0.871(Ft.) Average velocity = 6.599(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.23(Ft.) Flow width (from curb towards crown)= 32.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station * * ** 105.000 to Point /Station 105.100 * * ** SUBAREA FLOW ADDITION RESIDENTIAL( - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 30.33 min. 'III Rainfall intensity = 2.289(In /Hr) for a 100.0 year storm 0 Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.813 Subarea runoff = 26.355(CFS) for 19.200(Ac.) Total runoff = 193.244(CFS) Total area = 112.40(AC.) Area averaged Fm value = 0.379(In /Hr) ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 108.000 to Point /Station 105.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000. SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 30.33 min. Rainfall intensity = 2.289(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.812 Subarea runoff = 2. for 1.500(Ac.) ew Total runoff = X 95.804 CFS) Total area = 113.90(Ac.) Area averaged Fm value 0.379(In /Hr) + + + + + + + + + + + + + + + + + + + + + + + + ++ - F + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station \ 105.100 to Point /Station 109.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevate n = 1341.00(Ft.) Downstream point /station elevat = 1329.70(Ft.) Pipe length = 650.00(Ft.) M nning's N = 0.013 No. of pipes = 1 Required pipe f ow = 195.804(CFS) Nearest_computed-pipe diameter =�� 48.00 In. calculated endi ,dui pipe fl oes — f 9 - 5 - . - 804 (CFS) Norma epth in pipe = 40.97 Flow top width inside pipe = 33.94(In.) Critical depth could not be calculated. Pipe flow velocity = 17.13(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 30.96 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.000 to Point /Station 109.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 30.96 min. Rainfall intensity = 2 e dor area,(total n/ )00 a �ea e area modified Effective runoff coefficient used rational method)(Q =KCIA) is C = 0.803 Subarea runoff = 23.342(CFS) for 15.600(Ac.) Total runoff = 219.147(CFS) Total area = 129.50(Ac.) /S Area averaged Fm value = 0.380(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.100 to Point /Station 110.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1329.70(Ft.) Downstream point /station elevation = 1313.80(Ft.) Pipe length = 920.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 219.147(CFS) Nearest computed pipe diameter = 51.00(In.) Calculated individual pipe flow = 219.147(CFS) Normal flow depth in pipe = 41.25(In.) Flow top width inside pipe = 40.11(In.) Critical depth could not be calculated. Pipe flow velocity = 17.84(Ft/s) Travel time through pipe = 0.86 min. Time of concentration (TC) = 31.82 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 110.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL( Decimal fracti on soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 31.82 min. Rainfall intensity = 2.224(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.795 Subarea runoff = 19.769(CFS) for 14.600(Ac.) Total runoff = 238.916(CFS) Total area = 144.10(Ac.) Area averaged Fm value = 0.382(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 111.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1313.80(Ft.) Downstream point /station elevation = 1307.70(Ft.) Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 238.916(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 238.916(CFS) Normal flow depth in pipe = 44.63(In.) Flow top width inside pipe = 40.91(In.) Critical Depth = 50.84(In.) Pipe flow velocity = 16.98(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 32.23.min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 111.100 * * ** SUBAREA FLOW ADDITION * * ** Fl H L ' RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 32.23 min. Rainfall intensity = 2.207(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.784 Subarea runoff = 53.786(CFS) for 34.300(Ac.) Total runoff =. 292.702(CFS) Total area = 178.40(Ac.) Area averaged Fm value = 0.384(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.100 to Point /Station 112.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1307.70(Ft.) Downstream point /station elevation = 1297.70(Ft.) Pipe length = 650.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 292.702(CFS) Nearest computed pipe diameter = 57.00(In.) Calculated individual pipe flow = 292.702(CFS) Normal flow depth in pipe = 48.94(In.) Flow top width inside pipe = 39.73(In.) Critical depth could not be calculated. Pipe flow velocity = 18.06(Ft /s) 'gavel time through pipe = 0.60 min. Time of concentration (TC) = 32.83 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 112.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Time of concentration = 32.83 min. Rainfall intensity = 2.182(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.789 Subarea runoff = 35.678(CFS) for 20.900(Ac.) Total runoff = 328.380(CFS) Total area = 199.30(Ac.) Area averaged Fm value = 0.352(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 112.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 199.300(Ac.) Runoff from this stream = 328.380(CFS) Time of concentration = 32.83 min. /7 Rainfall intensity = 2.182(In /Hr) Area averaged loss rate (Fm) = 0.3518(In /Hr) Area averaged Pervious ratio (Ap) = 0.4480 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.100 to Point /Station 113.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance 1000.000(Ft.) Top (of initial area) elevation = 1341.000(Ft.) Bottom (of initial area) elevation = 1323.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.01800 s(%)= 1.80 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.769 min. Rainfall intensity = 3.676(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.804 ., Subarea runoff = 6.797(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.100 to Point /Station 110.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1323.000(Ft.) End of street segment elevation = 1313.800(Ft.) Length of street segment = 570.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.422(CFS) Depth of flow = 0.424(Ft.) Average velocity = 4.633(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.680(Ft.) Flow velocity = 4.63(Ft /s) Travel time = 2.05 min. TC = 15.82 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 /, IF rational method)(Q =KCIA) is C = 0.796 Subarea runoff = 2.352(CFS) for 1.100(Ac.) Total runoff = 9.149(CFS) Total area = 3.40(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 9.149(CFS) Half street flow at end of street = 9.149(CFS) Depth of flow = 0.435(Ft.) Average velocity = 4.711(Ft /s) Flow width (from curb towards crown)= 11.244(Ft.) I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 112.100 9-4 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1313.800(Ft.) End of street segment elevation = 1297.700(Ft.) ' Length of street segment = 1070.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 ail Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1] side(s) of the street !� Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) ®w Gutter hike from flowline = 1.320(In.) r Manning's N in gutter = 0.0130 �i Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.109(CFS) i� Depth of flow = 0.481(Ft.) Average velocity = 4.821(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.542(Ft.) Flow velocity = 4.82(Ft /s) Travel time = 3.70 min. TC = 19.52 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000. Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.982(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.782 Subarea runoff = 3.901(CFS) for 2.200(Ac.) Total runoff = 13.049(CFS) Total area = 5.60(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 13.049(CFS) Half street flow at end of street = 13.049(CFS) Depth of flow = 0.492(Ft.) Average velocity = 4.884(Ft/s) �y Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.382(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.796 Subarea runoff = 2.352(CFS) for 1.100(Ac.) Total runoff = 9.149(CFS) Total area = 3.40(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 9.149(CFS) Half street flow at end of street = 9.149(CFS) Depth of flow = 0.435(Ft.) Average velocity = 4.711(Ft /s) Flow width (from curb towards crown)= 11.244(Ft.) I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 112.100 9-4 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1313.800(Ft.) End of street segment elevation = 1297.700(Ft.) ' Length of street segment = 1070.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 ail Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1] side(s) of the street !� Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) ®w Gutter hike from flowline = 1.320(In.) r Manning's N in gutter = 0.0130 �i Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.109(CFS) i� Depth of flow = 0.481(Ft.) Average velocity = 4.821(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.542(Ft.) Flow velocity = 4.82(Ft /s) Travel time = 3.70 min. TC = 19.52 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000. Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.982(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.782 Subarea runoff = 3.901(CFS) for 2.200(Ac.) Total runoff = 13.049(CFS) Total area = 5.60(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 13.049(CFS) Half street flow at end of street = 13.049(CFS) Depth of flow = 0.492(Ft.) Average velocity = 4.884(Ft/s) �y Flow width (from curb towards crown)= 14.122(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1 * 0 * * 00 to Point /Station 112.100 * * ** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.600(Ac.) Runoff from this stream = 13.049(CFS) Time of concentration = 19.52 min. kW Rainfall intensity = 2.982(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: tai Stream Flow rate TC Rainfall Intensity we No. (CFS) (min) (In /Hr) 1 328.380 32.83 2.182 2 13.049 19.52 2.982 Qmax (1) _ 1.000 * 1.000 * 328.380) + 0.691 * 1.000 * 13.049) + = 337.401 Qmax(2) _ 1.437 * 0.594 * 328.380) + 1.000 * 1.000 * 13.049) + = 293.491 Total of 2 streams to confluence: Flow rates before confluence point: 328.380 13.049 Maximum flow rates at confluence using above data: 337.401 293.491 Area of streams before confluence: 199.300 5.600 Effective area values after confluence: 204.900 124.080 Results of confluence: Total flow rate = 337.401(CFS) Time of concentration = 32.832 min. Effective stream area after confluence = 204.900(Ac.) Study area average Pervious fraction(Ap) = 0.449 Hr In Study area average soil loss rate(Fm) _ 0.353 ( / Study area total (this main stream) = 204.90(Ac.) End of computations, total study area = 204.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.449 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) Civi1CADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 3/19/91 ------------------------------------------------------ HYDROLOGY ANALYSIS FOR CITRUS AVE STORM DRAIN Q 100 YEAR IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO rrri DATA TO BE USED IN RAT003 FILE NAME RAT002 J.N. 90065 ------------------ - ,�,� ********* Hydrology Study Control Information ********** ___ _________ ----------------------------------- Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.010(In.) 100 Year storm 1 hour rainfall = 1.520(In.) Computed rainfall intensity: 520 In. Storm year = 100.00 1 hour rainfall p = 1, ( ) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 P'. Fl H- t +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.100 to Point/Station 112.100 * * ** USER DEFINED FLOW INFORMATION AT A POINT Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(AP) = 0.4490 Max loss rate(Fm)= 0.353(In /Hr) Rainfall intensity = 2.183(In /Hr) for a 100.0 year storm User specified values are as follows: Hr In TC = 32.83 min. Rain intensity = 2.18 ( / ) Total area = 204.90(Ac.) Total runoff = 337.40(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.100 to Point/Stati 125.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point /station elevation = 1297.70(Ft.) Downstream point /station elevation = 1291.50(Ft.) Pipe length 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 337.400(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 337.400(CFS) Normal flow depth in pipe = 47.16(In.) Flow top width inside pipe = 49.22(In.) Critical depth could not be calculated. Pipe flow velocity = 20.40(Ft /s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 33.11 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.000 to Point /Station 125.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000. SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Time of concentration = 33.11 min. Rainfall intensity = 2.172(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.897 Subarea runoff = 7.470(CFS) for 5.000(Ac.) Total runoff = 344.870(CFS) Total area = 209.90(Ac.) Area averaged Fm value = 0.346(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.100 to Point /Station 116.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = ley L.) Downstream point /station elevation = .50(Ft ) %` Pipe length = 240.00(Ft.) Manning s N = .013 ' No. of pipes = 1 Required pipe flow = 344.870(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 344.870(CFS) Normal flow depth in pipe = 54.19(In.) Flow top width inside pipe = 43.70(In.) Critical Depth = 59.09(In.) Pipe flow velocity = 17.40(Ft /s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 33.34 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.100 to Point /Station 116.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 209.900(Ac.) Runoff from this stream = 344.870(CFS) Time of concentration = 33.34 min. Rainfall intensity = 2.163(In /Hr) Area averaged loss rate (Fm) = 0.3460(In /Hr) Area averaged Pervious ratio (Ap) = 0.4407 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 114.000 to Point /Station 114.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for Pervious ratio(Ap) = 0.1000 AMC 3 = 52.00 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1304.500(Ft.) Bottom (of initial area) elevation = 1295.400(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.00910 s( %)= 0.91 n,� TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 12.333 min. Rainfall intensity = 3.927(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 19.052(CFS) . Ac Total initial stream area = 5.500 ( ) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ urr Process from Point /Station 114.100 to Point/Station* 115.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = . 1295.400(Ft.) End of street segment elevation = 1293.000(Ft.) Length of street segment = 459.000(Ft.) Height of curb above gutter flowline 8.0(In.) Width of half street (curb to ,crown) = 18.000(Ft.) Distance from crown to crossfa'11 grade break = 10.000(Ft.) Slope from gutter to grade break _(v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 ilrl Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Aw Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.074(CFS) Depth of flow = 0.566(Ft.) Average velocity = 3.129(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.802(Ft.) Flow velocity = 3.13(Ft /s) Travel time = 2.40 min. TC = 14.73 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Rainfall intensity = 3.530(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.880 Subarea runoff = 7.044(CFS) for 2.9,00(Ac.) Total runoff = 26.096(CFS) Total area = 8.40(Ac.) Area averaged Fm value = 0.079(In /Hr) Street flow at end of street = 26.096(CFS) Half street flow at end of street = 13.048(CFS) Depth of flow = 0.580(Ft.) Average velocity = 3.184(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * *eSTREETmFLOW Point/Station TRAVELTIME + Point/Station 116.100 * * ** Fl vl OR 0 E Top of street segment elevation = 1293.000(Ft.) End of street segment elevation = 1286.400(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) wn to crossfall grade break = 24.000(Ft.) Total runo Area averaged Fm value = 0.079(In /Hr) Street flow at end of street = 55.486(CFS) Half street flow at end of street = 55.486(CFS) Depth of flow = 0.783(Ft.) Average velocity = 6.017(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.81(Ft.) Flow width (from curb towards crown)= 28.646(Ft.) 42.095(CFS) 2.62(Ft.) Adjusted SCS curve Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Rainfall intensity = 3.375(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.879 Subarea runoff = 29.390(CFS) for 10.300(Ac.) ff = 55 486(CFS) Total area = 18.70(Ac.) Distance from cro Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = ' 0.719(Ft.) Average velocity = 5.826(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 25.455(Ft.) Flow velocity = 5.83(Ft /s) Travel time = 1.14 min. TC = 15.87 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 5CS curve number for soil(AMC 2) = 32.00 number for AMC 3 = 52.00 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 115.100 to Point /Station 116.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 18.700(Ac.) Runoff from this stream = 55.486(CFS) Time of concentration = 15.87 min. Rainfall intensity = 3.375(In /Hr) Area averaged loss rate (Fm) = 0.0785(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In /Hr) 4 0 1 344.870 33.34 2.163 2 55.486 15.87 3.375 Qmax (1) _ 1.000 * 1.000 * 344.870) + 0.632 * 1.000 * 55.486) + = 379.945 Qmax(2) _ 1.668 * 0.476 * 344.870) + OR 1.000 * 1.000 * 55.486) + = 329.331 Total of 2 streams to confluence: Flow rates before confluence point: 344.870 55.486 Maximum flow rates at confluence using above data: 379.945 329.331 Area of streams before confluence: 209.900 18.700 Effective area values after confluence: 228.600 118.646 Results of confluence: Total flow rate = 379.945(CFS) Time of concentration = 33.338 min. Effective stream area after confluence = 228.600(Ac.) Study area average Pervious fraction(Ap) = 0.413 Study area average soil loss rate(Fm) = 0.324(In /Hr) Study area total (this main stream) = 228.60(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 126.000 to Point /Station 116.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000. Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Time of concentration = 33.34 min. Rainfall intensity = 2.163(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.887 Subarea runoff = 7.679(CFS) for 5.000(Ac.) Total runoff = 387.623(CFS) Total area = 233.60(Ac.) Area averaged Fm value = 0.319(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 116.100 to Point /Station 118.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 88.5 (Ft.) Downstream point /station elevation = 3.50(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.'013 No. of pipes = 1 Required pipe flow = 387.623(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 387.623(CFS) Normal flow depth in pipe = 49.69(In.) Flow top width inside pipe = 45.27(In.) Critical depth could not be calculated. Pipe flow velocity = 22.29(Ft/s) ,5- Travel time through pipe = 0.17 min. Time of concentration (TC) = 33.51 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 116.100 to Point /Station 118.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 233.600(Ac.) Runoff from this stream = 387.623(CFS) ' Time of concentration = 33.51 min. Rainfall intensity = 2.156(In /Hr) Area averaged loss rate (Fm) = 0.3189(In /Hr) Area averaged Pervious ratio (Ap) = 0.4061 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 117.000 to Point /Station 117.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1294.000(Ft.) Bottom (of initial area) elevation = 1285.300(Ft.) Difference in elevation = 8.700(Ft.) Slope = 0.00870 s( %)= 0.87 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 15.924 min. Rainfall intensity = 3.369(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.795 Subarea runoff = 17.680(CFS) Total initial stream area = 6.600(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 117.100 to Point /Station 118.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** { Top of street segment elevation = 1285.300(Ft.) End of street segment elevation = 1283.500(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 1 OR r D Effective runoff coefficien use , rational method)(Q =KCIA) is C = 0.780 Subarea runoff = 9.016(CFS) for 5.000(Ac.) Total runoff = 26.696(CFS) Total area = 11.60(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 26.696(CFS) Half street flow at end of street = 13.348(CFS) Depth of flow = 0.638(Ft.) Average velocity = 2.600(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 24.377(CFS) Adjusted SCS curve nu er Pervious ratio(Ap) = 0.5000 Max loss rate(Floo storm 0.3 storm r) Rainfall intensity'= 2.950(In /Hr) for a 100.0 year s t d for area (total area with modified Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.620(Ft.) Average velocity = 2.532(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.53(Ft /s) Travel time = 3.95 min. TC = 19.87 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 mb for AMC 3 = 52.00 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1** * *00 to Point /Station 118.100 * * ** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.600(Ac.) Runoff from this stream = 26.696(CFS) Time of concentration = 19.87 min. Rainfall intensity = 2.950(In/or) In Hr Area averaged loss rate (Fm) _ / ) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Area of streams before confluence: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 387.623 33.51 2.156 2 26.696 19.87 2.950 Qmax(1) _ 1.000 * 1.000 * 387.623) + 0.690 * 1.000 * 26.696) + = 406.033 Qmax(2) _ 1.432 * 0.593 * 387.623) + 1.000 * 1.000 * 26.696) + = 355.908 Total of 2 streams to confluence: Flow rates before confluence point: 387.623 26.696 Maximum flow rates at confluence using above data: 406.033 355.908 ,`7 233.600 11.600 Effective area values after confluence: 245.200 150.140 Results of confluence: Total flow rate = 406.033(CFS) Time of concentration = 33.510 min. Effective stream area after confluence = 245.200(Ac.) Study area average Pervious fraction(Ap) = 0.411 Study area average soil loss rate(Fm) = 0.322(In /Hr) Study area total (this main stream) _ 245.20(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 118.100 to Point /Station 120.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1283.50(Ft.) Downstream point /station elevation = 1276.50(Ft.) Pipe length = 346.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 406.033(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 406.033(CFS) Normal flow depth in pipe = 49.59(In.) Flow top width inside pipe = 51.57(In.) Critical depth could not be calculated. Pipe flow velocity = 22.20(Ft /s) Travel time through pipe = 0.26 mina s., Time of concentration (TC) = 33.77 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 118.100 to Point /Station 120.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 245.200(Ac.) Runoff from this stream = 406.033(CFS) Time of concentration = 33.77 min. Rainfall intensity = 2.146(In /Hr) Area averaged loss rate (Fm) = 0.3224(In /Hr Area averaged Pervious ratio (Ap) = 0.4106 Process from Point /Station 119.000 to Point /Station 119.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.389) *[(length ^3) /(elevation change)] ^0:2 Initial area time of concentration = 16.631 min. Rainfall intensity = 3.282(In /Hr) for a 100.0 year storm � ly Effective runoff coefficient used for area (Q =KCIA) is C = 0.792 Subarea runoff = 13.004(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 119.100 to Point /Station 120.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1280.000(Ft.) End of street segment elevation = 1276.500(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.522(Ft.) Average velocity = 3.136(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.596(Ft.) Flow velocity = 3.14(Ft /s) Travel time = 3.19 min. TC = 19.82 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Ad'usted SCS curve number for AMC 3 = 52.00 Area averaged Fm Street flow at el Half street flow Depth of flow = Average velocity Flow width (from 19.506(CFS) 7 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.954(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.780 Subarea runoff = 10.053(CFS) for 5.000(Ac.) Total runoff = 23.057(CFS) Total, area = 10.00(Ac.) value = 0.393(In /Hr) ad of street = 23.057(CFS) at end of street = 11.528(CFS) 0.550(Ft.) 3.225(Ft/s) curb towards crown)= 17.022(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 119.100 to Point /Station 120.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** t J Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.000(Ac.) Runoff from this stream = 23.057(CFS) Time of concentration = 19.82 min. n a' 7 vi H f J 0 Rainfall intensity = Area averaged loss rate Area averaged Pervious Summary of stream data: 2.954(In /Hr) (Fm) = 0.3926(In /Hr) ratio (Ap) = 0.5000 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 406.033 33.77 2.146 2 23.057 19.82 2.954 Qmax(1) _ 255.200 153.913 1.000 * 1.000 * 406.033) + 0.684 * 1.000 * 23.057) + = 421.813 Qmax(2) 1.443 * 0.587 * 406.033) + 1.000 * 1.000 * 23.057) + = 367.017 Total of 2 streams to confluence: Flow rates before confluence point: 406.033 23.057 Maximum flow rates at confluence using above data: 421.813 367.017 Area of streams before confluence: 245.200 10.000 Effective area values after confluence: 255.200 153.913 Results of confluence: Total flow rate = 421.813(CFS) Time of concentration = 33.769 min. Effective stream area after confluence = 255.200(Ac.) Study area average Pervious fraction(Ap) = 0.414 Study area average soil loss rate(Fm) = 0.325(In /Hr) Study area total (this main stream) = 255.20(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.100 to Point /Station 121.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1276.50(Ft.) Downstream point /station elevation = 1270.50(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 421.813(CFS) Nearest computed pipe diameter = 66.00(In.) Calculated individual pipe flow = 421.813(CFS) Normal flow depth in pipe = 55.69(In.) Flow top width inside pipe = 47.93(In.) Critical depth could not be calculated. Pipe flow velocity = 19.70(Ft /s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 34.11 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.100 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 255.200(Ac.) Runoff from this stream = 421.813(CFS) Time of concentration = 34.11 min. Rainfall intensity = 2.133(In /Hr) Area averaged loss rate (Fm) = 0.3251(In /Hr) �O J M 0 Y� J 0 Area averaged Pervious ratio (Ap) = 0.4141 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 121.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1277.000(Ft.) Bottom (of initial area) elevation = 1270.500(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s( %)= 0.65 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = ' 16.880 min. Rainfall intensity = 3.253(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.791 Subarea runoff = 15.705(CFS) Total initial stream area = 6.100(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.100(Ac.) Runoff from this stream = 15.705(CFS) Time of concentration = 16.88 min. Rainfall intensity = 3.253(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In /Hr) 1 421.813 34.11 2.133 2 15.705 16.88 3.253 Qmax(1) = 1.000 * 1.000 * 421.813) + 0.608 * 1.000 * 15.705) + = 431.369 Qmax(2) = 1.619 * 0.495 * 421.813) + 1.000 * 1.000 * 15.705) + = 353.779 Total of 2 streams to confluence: Flow rates before confluence point: 421.813 15.705 Maximum flow rates at confluence using above data: 431.369 353.779 Area of streams before confluence: 255.200 6.100 �J 0 Effective area values after confluence: 261.300 132.397 Results of confluence: Total flow rate = 431.369(CFS) Time of concentration = 34.108 min. Effective stream area after confluence = 261.300(Ac.) Study area average Pervious fraction(Ap) = 0.416 Study area average soil loss rate(Fm) = 0.327(In /Hr) Study area total (this main stream) = 261.30(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.100 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 261.300(Ac.) Runoff from this stream = 431.369(CFS) Time of concentration = 34.11 min. Rainfall intensity = 2.133(In /Hr) Area averaged loss rate (Fm) = 0.3267(In /Hr) Area averaged Pervious ratio (Ap) = 0.4161 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 127.000 to Point /Station 121.100 * * ** INITIAL AREA EVALUATION * * ** e RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1280.000(Ft.) Bottom (of initial area) elevation = 1270.500(Ft.) Difference in elevation = 9.500(Ft.) Slope = 0.00950 s(%)= 0.95 TC = k(0.389) *[(length ^3) /(elevation change)] 1, 0.2 Initial area time of concentration = 15.646 min. Rainfall intensity = 3.405(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.796 Subarea runoff = 9.760(CFS) Total initial stream area = 3.600(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 127.000 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.600(Ac.) Runoff from this stream = 9.760(CFS) Time of concentration = 15.65 min. Rainfall intensity = 3.405(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: k Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 431.369 34.11 2.133 2 9.760 15.65 3.405 Qmax (1) _ 1.000 * 1.000 * 431.369) + 0.578 * 1.000 * 9.760) + = 437.008 Qmax (2 ) _ 1.704 * 0.459 * 431.369) + 1.000 * 1.000 * 9.760) + = 346.933 Total of 2 streams to confluence: Flow rates before confluence point: 431.369 9.760 Maximum flow rates at confluence using above data: f 437.008 346.933 Area of streams before confluence: 261.300 3.600 Effective area values after confluence: I 264.900 123.464 Results of confluence: ., Total flow rate = 437.008(CFS) Time of concentration = 34.108 min. Effective stream area after confluence = 264.900(Ac.) Study area average Pervious fraction(Ap) = 0.417 Study area average soil loss rate(Fm) = 0.328(In /Hr) Study area total (this main stream) = 264.90(Ac.) rl H3 !I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.100 to Point /Station 123.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1270.50(Ft.) Downstream point /station elevation = 1266.70(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 437.008(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 437.008(CFS) Normal flow depth in pipe = 57.00(In.) Flow top width inside pipe = 36.99(In.) Critical depth could not be calculated. Pipe flow velocity = 21.20(Ft /s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 34.27 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.100 to Point /Station 123.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 264.900(Ac.) Runoff from this stream = 437.008(CFS) Time of concentration = 34.27 min. Rainfall intensity = 2.127(In /Hr) Area averaged loss rate (Fm) = 0.3276(In /Hr) Area averaged Pervious ratio (Ap) = 0.4172 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 33 Process from Point /Station 122.000 to Point /Station 122.100 * * ** INITIAL AREA EVALUATION * * ** wi 0 V RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1276.000(Ft.) Bottom (of initial area) elevation = 1268.300(Ft.) Difference in elevation = 7.700(Ft.) Slope = 0.00770 s(%)= 0.77 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 16.317 min. Rainfall intensity = 3.320(In /Hr) for a 100.0 Effective runoff coefficient used for area (Q =KCIA) Subarea runoff = 17.916(CFS) Total initial stream area = 6.800(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) 0.393(In /Hr) year storm is C = 0.794 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.100 to Point /Station 123.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1268.300(Ft.) End of street segment elevation = 1266.700(Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 23.186(CFS) Depth of flow = 0.543(Ft.) Average velocity = 3.355(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.667(Ft.) Flow velocity = 3.35(Ft /s) Travel time = 1.24 min. TC = 17.56 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.177(In /Hr) for a 100.0 year storm t� Effective runoff rational method) Subarea runoff = coefficient used for area,(total area with modified (Q =KCIA) is C = 0.789 9.149(CFS) for 4.000(Ac.) Total runoff = 27.065(CFS) Total area = Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 27.065(CFS) Half street flow at end of street = 13.533(CFS) Depth of flow = 0.571(Ft.) Average velocity = 3.444(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 10.80(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.100 to Point /Station 123.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.800(Ac.) Runoff from this stream = 27.065(CFS) Time of concentration = 17.56 min. Rainfall intensity = 3.177(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 128.000 to Point /Station 123.100 INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000, Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1280.000(Ft.) Bottom (of initial area) elevation = '1266.700(Ft.) Difference in elevation = 13.300(Ft.) Slope = 0.01330 s(%)= 1.33 (0.389) *[(length ^3) /(elevation change) ] ^0.2 Inifterl area time of concentration = 14.628 min. Rainfall intensity = 3.545(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.800 Subarea runoff = 24.117(CFS) Total initial stream area = 8.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 128.000 to Point /Station 123.100 .� * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 8.500(Ac.) Runoff from this stream = 24.117(CFS) Time of concentration = 14.63 min. Rainfall intensity = 3.545(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) 3s - Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 437.008 34.27 2.127 2 27.065 17.56 3.177 3 24.117 14.63 3.545 Qmax(1) = 1.000 * 1.000 * 437.008) + 0.623 * 1.000 * 27.065) + 0.550 * 1.000 * 24.117) + = 467.140 Qmax(2) = 1.583 * 0.512 * 437.008) + 1.000 * 1.000 * 27.065) + 0.883 * 1.000 * 24.117) + = 402.950 Qmax(3) = 1.788 * 0.427 * 437.008) + 1.132 * 0.833 * 27.065) + 1.000 * 1.000 * 24.117) + = 383.175 Total of 3 streams to confluence: Flow rates before confluence p oint: 437.008 27.065 24.117 Maximum flow rates at confluence using above data: 467.140 402.950 383.175 Area of streams before confluence: 264.900 10.800 8.500 Effective area values after confluence: 284.200 155.050 130.583 Results of confluence: Total flow rate = 467.140(CFS) Time of concentration = 34.265 min. Effective stream area after - confluence = 284.200(Ac.) Study area average Pervious fraction(Ap) = 0.423 Study area average soil loss rate(Fm) = 0.332(In /Hr) Study area total (this main stream) = 284.20(Ac.) End of computations, total study area = 284.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.423 Area averaged SCS curve number = 32.0 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) Civi1CADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 3/19/91 HYDROLOGY ANALYSIS FOR CITRUS AVE STORM DRAIN Q 100 YEAR IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO FILE NAME RAT003 J.N. 90065 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.010(In.) 100 Year storm 1 hour rainfall = 1.520(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.520(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 123.100 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.4230 Max loss rate(Fm)= 0.332(In /Hr) Rainfall intensity = 2.127(In /Hr) for a 100.0 year storm User specified values are as follows: TC = 34.26 min. Rain intensity = 2.13(In /Hr) Total area = 284.20(Ac.) Total runoff = 467.14(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 130.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1266.70(Ft.) Downstream point /station elevation = 1254.90(Ft.) Pipe length = 820.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 467.140(CFS) Nearest computed pipe diameter = 69.00(In.) Calculated individual pipe flow = 467.140(CFS) Normal flow depth in pipe = 58.69(In.) Flow top width inside pipe = 49.20(In.) Critical depth could not be calculated. Pipe flow velocity = 19.86(Ft /s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 34.95 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 284.200(Ac.) 37 Runoff from this stream = 467.140(CFS) Time of concentration 34.95 min. Rainfall intensity = 2.102(In /Hr) Area averaged loss rate (Fm) = 0.3321(In /Hr) Area averaged Pervious ratio (Ap) = 0.4230 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 130.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 1266.000(Ft.) Bottom (of initial area) elevation = 1254.900(Ft.) Difference in elevation = 11.100(Ft.) Slope = 0.01233 s( %)= 1.23 TC = k(0.389) *[(length ^3) /(elevation change)]^0.2 Initial area time of concentration = 14.237 min. Rainfall intensity = 3.603(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.802 Subarea runoff = 12.714(CFS) Total initial stream area = 4.400(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.400(Ac.) Runoff from this stream = 12.714(CFS) Time of concentration = 14.24 min. Rainfall intensity = 3.603(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 130.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 1266.000(Ft.) Bottom (of initial area) elevation = 1254.900(Ft.) Difference in elevation = 11.100(Ft.) Slope = 0.01354 s(%)= 1.35 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.464 min. Rainfall intensity = 3.726(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.805 Subarea runoff = 7.500(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1-in normal stream number 3 Stream flow area = 2.500(Ac.) Runoff from this stream = 7.500(CFS) Time of concentration = 13.46 min. Rainfall intensity = 3.726(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 467.140 34.95 2.102 2 12.714 -14.24 3.603 3 7.500 13.46 3.726 Qmax(1) _ 1.000 * 1.000 * 467.140) + 0.533 * 1.000 * 12.714) + F' 0.513 * 1.000 * 7.500) + = 477.757 Qmax(2) _ 1.848 * 0.407 * 467.140) + 1.000 * 1.000 * 12.714) + 0.963 * 1.000 * 7.500) + = 371.604 Qmax(3) _ 1.917 * 0.385 * 467.140) + 1.038 * 0.946 * 12.714) + 1.000 * 1.000 * 7.500) + = 365.031 Total of 3 streams to confluence: Flow rates before confluence point: 467.140 12.714 7.500 Maximum flow rates at confluence using above data: 477.757 371.604 365.031 Area of streams before confluence: 284.200 4.400 2.500 Effective area values after confluence: 291.100 122.680 116.151 Results of confluence: Total flow rate = 477.757(CFS) Time of concentration = 34.948 min. Effective stream area after confluence = 291.100(Ac.) Study area average Pervious fraction(Ap) = 0.425 Study area average soil loss rate(Fm) = 0.334(In /Hr) Study area total (this main stream) = 291.10(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 291.100(Ac.) Runoff from this stream = 477.757(CFS) Time of concentration = 34.95 min. Rainfall intensity = 2.102(In /Hr) Area averaged loss rate (Fm) = 0.3335(In /Hr) Area averaged Pervious ratio (Ap) = 0.4248 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 129.000 to Point /Station 129.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1269.000(Ft.) Bottom (of initial area) elevation = 1256.700(Ft.) Difference in elevation = 12.300(Ft.) Slope = 0.01230 s(%)= 1.23 TC = k(0.304) *[(length ^3) /(elevation change)] ^0;2 Initial area time of concentration = 11.612 min. Rainfall intensity = 4.072(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 35.941(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 129.100 to Point /Station 130.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1256.700(Ft.) End of street segment elevation = 1254.900(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.0 Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 49.778(CFS) Depth of flow = 0.952(Ft.) Average velocity = 3.077(Ft /s) Warning: depth of flow exceeds top of curb yv Note: depth of flow exceeds top of street crown. . Ft Distance that curb overflow reaches into property = 14.28 ( ) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.000(Ft.) Flow velocity = 3.08(Ft /s) Travel time = 3.25 min. TC = 14.86 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 u� Adjusted SCS curve number for AMC 3 = 52.00 0,079 In Hr = 0.1000 Max loss rate(Fm)= ( / ) Pervious ratio(Ap) III for a 100.0 year storm Rainfall intensity = 3.512 ( In / Hr ) Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.880 `j Subarea runoff = 18.748(CFS) for 7.700(Ac.) Total runoff 17.70(Ac.) .� Area averaged Fm value Street flow at end of street = 54.688(CFS) Half street flow at end of street = 54.688(CFS) Depth of flow = 0.975(Ft.) Average velocity = 3.180(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 15.44(Ft.) Flow width (from curb towards crown)= 32.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ± + + + + + + + + + + + + + + + + ++ Process from Point /Station 1** * 1 1 00 to Point /Station 130.100 1111 CONFLUENCE OF MINOR STREAMS Along Main Stream numbe17.700normal stream number 2 Stream flow area = (Ac 54.688 CFS Runoff from this stream = 54.688(CFS) Time of concentration = 14.86 min. Rainfall intensity = 3.512(In /Or0785(In /Hr) Area averaged loss rate (Fm) _ = 0.1000 Area averaged Pervious ratio (Ap) Summary of stream data: Sri Flow rate TC Rainfall Intensity Stream (CFS) (min) (In /Hr) No. 1 477.757 34 .95 2.102 3.512 2 54.688 14.86 Qmax(1) = 1.000 * 1.000 * 477.757) + 509.995 0.589 * 1.000 * 54.688) + = Qmax(2) _ 1.797 * 0.425 * 477.757) + 1.000 * 1.000 * 54.688) + = 41.9.734 Total of 2 streams to confluence: Flow rates before confluence point: 477.757 Maximum flow rates 54.688 at confluence using above data: 509.995 419.734 Area of streams before confluence: 291.100 17.700 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point/Station 133.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) U stream point /station elevation = 1254.90(Ft.) P Downstream point /station elevation = 1247.30(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 509.995(CFS) Nearest computed pipe diameter = 66.00(In.) Calculated individual pipe flow = 509.995(CFS) Normal flow depth in pipe = 55.12(In.) Flow top width inside pipe = 48.97(In.) Critical depth could not be calculated. Pipe flow velocity = 24.07(Ft /s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 35.18 min, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point /Station 133.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 308.800(Ac.) Runoff from this stream = 509.995(CFS) Time of concentration = 35.18 min. Rainfall intensity = 2.094(In /Hr) Area averaged loss rate (Fm) = 0.3189(In /Hr) Area averaged Pervious ratio (Ap) = 0.4062 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 132.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1260.000(Ft:) Bottom (of initial area) elevation = 1251.100(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.00890 s( %)= 0.89 TC = k(0.324) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 13.203 min. Rainfall intensity = 3.770(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.863 Effective area values after confluence: 308.800 141.488 Results of confluence: Total flow rate = 509.995(CFS) Time of concentration = 34.948 min. Effective stream area after confluence = 308.800(Ac.) Study area average Pervious fraction(Ap) = 0.406 Study area average soil loss rate(Fm) = 0.319(In /Hr) Study area total (this main stream) = 308.80(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point/Station 133.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) U stream point /station elevation = 1254.90(Ft.) P Downstream point /station elevation = 1247.30(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 509.995(CFS) Nearest computed pipe diameter = 66.00(In.) Calculated individual pipe flow = 509.995(CFS) Normal flow depth in pipe = 55.12(In.) Flow top width inside pipe = 48.97(In.) Critical depth could not be calculated. Pipe flow velocity = 24.07(Ft /s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 35.18 min, +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point /Station 133.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 308.800(Ac.) Runoff from this stream = 509.995(CFS) Time of concentration = 35.18 min. Rainfall intensity = 2.094(In /Hr) Area averaged loss rate (Fm) = 0.3189(In /Hr) Area averaged Pervious ratio (Ap) = 0.4062 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 132.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1260.000(Ft:) Bottom (of initial area) elevation = 1251.100(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.00890 s( %)= 0.89 TC = k(0.324) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 13.203 min. Rainfall intensity = 3.770(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.863 Subarea runoff = 23.737(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.100 to Point /Station 133.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1251.100(Ft.) End of street segment elevation = 1247.300(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 '► Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.541(CFS) Depth of flow = 0.590(Ft.) Average velocity = 3.679(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.68(Ft /s) Travel time = 2.49 min. TC = 15.69 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Rainfall intensity = 3.398(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.867 Subarea runoff = 11.902(CFS) for 4.800(Ac.) Total runoff = 35.639(CFS) Total area = 12.10(Ac.) Area averaged Fm value = 0.126(In /Hr) Street flow at end of street = 35.639(CFS) Half street flow at end of street = 17.819(CFS) Depth of flow = 0.613(Ft.) Average velocity = 3.802(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.100 to Point /Station 133.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.100(Ac.) Runoff from this stream = 35.639(CFS) /0 Time of concentration = 15.69 min. Rainfall intensity = 3.398(In /Hr) Area averaged loss rate (Fm) = 0.1259(In /Hr) Area averaged Pervious ratio (Ap) = 0.1603 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 509.995 35.18 2.094 2 35.639 15.69 3.398 Qmax (1) _ 1.000 * 1.000 * 509.995) + 0.601 * 1.000 * 35.639) + = 531.425 Qmax(2) _ 1.735 * 0.446 * 509.995) + 1.000 * 1.000 * 35.639) + = 430.370 Total of 2 streams to confluence: Flow rates before confluence point: 509.995 35.639 Maximum flow rates at confluence using above data: 531.425 430.370 Area of streams before confluence: 308.800 12.100 Effective area values after confluence: 320.900 149.848 Results of confluence: 1 Total flow rate = 531.425(CFS) Time of concentration = 35.183 min. Effective stream area after confluence = 320.900(Ac.) k,z Study area average Pervious fraction(Ap) = 0.397 Study area average soil loss rate(Fm) = 0.312(In /Hr) Study area total (this main stream) 320.90(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 40 Process from Point /Station 133.100 to Point /Station 135.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1247.30(Ft.) �► Downstream point /station elevation = 1243.50(Ft.) Pipe length = 325.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 531.425(CFS) Nearest computed pipe diameter = 75.00(In.) Calculated individual pipe flow = 531.425(CFS) Normal flow depth in pipe = 64.69(In.) Flow top width inside pipe = 51.66(In.) Critical Depth = 70.25(In.) Pipe flow velocity = 18.89(Ft /s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 35.47 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.100 to Point /Station 135.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 320.900(Ac.) Runoff from this stream = 531.425(CFS) Time of concentration = 35.47 min. Rainfall intensity = 2.084(In /Hr) y4 Area averaged loss rate (Fm) = 0.3117(In /Hr) Area averaged Pervious ratio (Ap) = 0.3969 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.000 to Point /Station 134.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1255.000(Ft.) Bottom (of initial area) elevation = 1246.700(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.00830 s(%)= 0.83 TC = k(0.324)* (length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.388 min. Rainfall intensity = 3.738(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.862 Subarea runoff = 23.530(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.100 to Point /Station 135.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** ri Top of street segment elevation = 1246.700(Ft.) End of street segment elevation = 1243.500(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) po Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.266(CFS) Depth of flow = 0.604(Ft.) Average velocity = 3.446(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.45(Ft /s) Travel time = 2.66 min. TC = 16.05 min. Adding area flow to street APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 J N J �I �I J Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 rational method)(Q =KCIA) is C = 0.858 Subarea runoff = 11.277(CFS) for 4.800(Ac.) Total runoff = 34.807(CFS) Total area = 12.10(Ac.) Area averaged Fm value = 0.157(In /Hr) Street flow at end of street = 34.807(CFS) Half street flow at,end of street = 17.404(CFS) Depth of flow = 0.625(Ft.) Average velocity = 3.551(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Rainfall intensity = 3.353(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process. from Point /Station 134.100 to Point /Station 135.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.100(Ac.) Runoff from this stream = 34.807(CFS) Time of concentration = 16.05 min. Rainfall intensity = 3.353(In /Hr) Area averaged loss rate (Fm) = 0.1570(In /Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 531.425 35.47 2.084 2 34.807 16.05 3.353 Qmax(1) _ Study area total (this main stream) = 333.00(Ac.) 1.000 * 1.000 * 531.425) + 0.603 * 1.000 * 34.807) + = 552.406 Qmax(2) _ 1.717 * 0.452 * 531.425) + 1.000 * 1.000 * 34.807) + = 447.544 Total of 2 streams to confluence: Flow rates before confluence point: 531.425 34.807 Maximum flow rates at confluence using above data: 552.406 447.544 Area of streams before confluence: 320.900 12.100 Effective area values after confluence: 333.000 157.294 Results of confluence: Total flow rate = 552.406(CFS) Time of concentration = 35.470 min. Effective stream area after confluence = 333.000(Ac.) Study area average Pervious fraction(Ap) = 0.390 Study area average soil loss rate(Fm) = 0.306(In /Hr) Study area total (this main stream) = 333.00(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ // � Process from Point /Station 135.100 to Point/Stati 136.100 ( * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point /station elevation = 1243.50(Ft.) Downstream point /station elevation = 1242.00(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 552.406(CFS) Nearest computed pipe diameter = 75.00(In.) Calculated individual pipe flow = 552.406(CFS) Normal flow depth in pipe = 65.25(In.) Flow top width inside pipe = 50.45(In.) 1W Critical Depth = 70.84(In.) Pipe flow velocity = 19.51(Ft /s) OR Travel time through pipe = 0.10 min. , - - 1 Time of concentration (TC) = 35.57 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ j Process from Point /Station 135.100 to Point /Station 136.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** 40 Along Main Stream number: 1 in normal stream number Stream flow area = 333.000(Ac.) Runoff from this stream = 552.406(CFS) on Time of concentration = 35.57 min. ``i Rainfall intensity = 2.080(In /Hr) Area averaged loss rate (Fm) = 0.3060(In /Hr) Area averaged Pervious ratio (Ap) = 0.3898 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 136.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 >� SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max lss- ate(Fm)= 0.079(In /Hr) +� Initial subarea data: Initial area flow distance - 750.000(Ft.) Top (of initial area) eleva ion = 1254.000( t.) Bottom (of initial area) elevation = 12 . 00(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01600 s(%)= 1.60 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 9.819 min. Rainfall intensity = 4.503(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 15.131(CFS) Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 136.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.800(Ac.) 47 Runoff from this stream = 15.131(CFS) Time of concentration = 9.82 min. Rainfall intensity = 4.503(In /Hr) Area averaged loss rate (Fm) = 0.0785(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS). (min) (In /Hr) 1 552.406 35.57 2.080 2 15.131 9.82 4.503 Qmax (1) _ 1.000 * 1.000 * 552.406) + 0.452 * 1.000 * 15.131) + = 559.251 Qmax(2) _ 2.366 * 0.276 * 552.406) + 1.000 * 1.000 * 15.131) + = 375.869 Total of 2 streams to confluence: Flow rates before confluence point: 552.406 15.131 Maximum flow rates at confluence using above data: 559.251 375.869 Area of streams before confluence: 333.000 3.800 Effective area values after confluence: 336.800 95.718 Results of confluence: Total flow rate = 559.251(CFS) Time of concentration = 35.573 min. Effective stream area after confluence = 336.800(Ac.) Study area average Pervious fraction(Ap) = 0.387 Study area average soil loss rate(Fm) = 0.303(In /Hr) Study area total (this main stream) = 336.80(Ac.) ,3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.100 to Point /Station 137.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1242.00(Ft.) M Downstream point /station elevation = 1238.50(Ft. Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 559.251(CFS) Nearest computed pipe diameter = 69.00(In.) Calculated individual pipe flow = 559.251(CFS) Normal flow depth in pipe = 54.66(In.) Flow top width inside pipe = 56.00(In.) Critical depth could not be calculated. Pipe flow velocity = 25.34(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 35.67 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.100 to Point /Station 137.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 336.800(Ac.) Runoff from this stream = 559.251(CFS) Time of concentration = 35.67 min. Rainfall intensity = 2.077(In /Hr) Area averaged loss rate (Fm) = 0.3035(In /Hr) Area averaged Pervious ratio (Ap) = 0.3865 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 137.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1247.000(Ft.) Bottom (of initial area) elevation = 1238.500(Ft.) Difference in elevation = 8.500(Ft.) Slope = 0.01133 s( %)= 1.13 TC = k(0.324) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 11.212 min. Rainfall intensity,= 4.158(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.866 Subarea runoff = 20.887(CFS) s Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 137.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.800(Ac.) Runoff from this stream = 20.887(CFS) Time of concentration = 11.21 min. Rainfall intensity = 4.158(In /Hr) Area averaged loss rate (Fm) = 0.1570(In /Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: In Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 559.251 35.67 2.077 2 20.887 11.21 4.158 Qmax (1) _ 1.000 * 1.000 * 559.251) + 0.480 * 1.000 * 20.887) + = 569.271 Qmax(2) _ 2.174 * 1.000 * 0.314 * 1.000 * 559.251) 20.887) + + = 403.061 Total of 2 streams to confluence: Flow rates before confluence point: 559.251 20.887 Maximum flow rates at confluence using above data: 569.271 403.061 U Upstream point /station elevation = 1238.50(Ft.) Downstream point /station elevation = 1230.60(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 569.271(CFS) Nearest computed pipe diameter = 78.00(In.) Calculated individual pipe flow = 569.271(CFS) Normal flow depth in pipe = 63.38(In.) Flow top width inside pipe = 60.89(In.) Critical Depth = 72.58(In.) Pipe flow velocity = 19.71(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 36.23 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.100 to Point /Station 139.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 342.600(Ac.) Runoff from this stream = 569.271(CFS) Time of concentration = 36.23 min. Rainfall intensity = 2.057(In /Hr) Area averaged loss rate (Fm) = 0.3010(In /Hr) Area averaged Pervious ratio (Ap) = 0.3834 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 138.000 to Point /Station 138.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm) =• 0.157(In /Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1242.000(Ft.) Bottom (of initial area) elevation = 1232.200(Ft.) Difference in elevation = 9.800(Ft.) Slope = 0.01307 s(%)= 1.31 TC = k(0.324) *[(length ^3) /(elevation change)] ^0;2 Initial area time of concentration = 10.898 min. � n Area of streams before confluence: 336.800 5.800 Effective area values after confluence: 342.600 111.665 Results of confluence: Total flow rate = 569.271(CFS) Time of concentration = 35.671 min. Effective stream area after confluence = 342.600(Ac.) Study area average Pervious fraction(Ap) = 0.383 Study area average soil loss rate(Fm) = 0.301(In /Hr) Study area total (this main stream) = 342.60(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.100 to Point /Station 139.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1238.50(Ft.) Downstream point /station elevation = 1230.60(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 569.271(CFS) Nearest computed pipe diameter = 78.00(In.) Calculated individual pipe flow = 569.271(CFS) Normal flow depth in pipe = 63.38(In.) Flow top width inside pipe = 60.89(In.) Critical Depth = 72.58(In.) Pipe flow velocity = 19.71(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 36.23 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.100 to Point /Station 139.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 342.600(Ac.) Runoff from this stream = 569.271(CFS) Time of concentration = 36.23 min. Rainfall intensity = 2.057(In /Hr) Area averaged loss rate (Fm) = 0.3010(In /Hr) Area averaged Pervious ratio (Ap) = 0.3834 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 138.000 to Point /Station 138.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm) =• 0.157(In /Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1242.000(Ft.) Bottom (of initial area) elevation = 1232.200(Ft.) Difference in elevation = 9.800(Ft.) Slope = 0.01307 s(%)= 1.31 TC = k(0.324) *[(length ^3) /(elevation change)] ^0;2 Initial area time of concentration = 10.898 min. � n Rainfall intensity = 4.230(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.867 Subarea runoff = 21.261(CFS) Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 138.100 to Point /Station 139.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** E] i' �I tr' P'. Top of street segment elevation = 1232.200(Ft.) End of street segment elevation = 1230.600(Ft.) Length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.763(Ft.) Average velocity = 3.380(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 27.670(Ft.) Flow velocity = 3.38(Ft /s) Travel time = 1.48 min. TC = 12.38 min. Adding area flow to street APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 28.958(CFS) 4.84(Ft.) Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Rainfall intensity = 3.919(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.864 Subarea runoff = 12.596(CFS) for 4.200(Ac.) Total runoff = 33.857(CFS) Total area = 10.00(Ac.) Area averaged Fm value = 0.157(In /Hr) Street flow at end of street = 33.857(CFS) Half street flow at end of street = 33.857(CFS) Depth of flow = 0.799(Ft.) Average velocity = 3.458(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.62(Ft.) Flow width (from curb towards crown)= 29.455(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 139.100 * * ** SUBAREA FLOW ADDITION * * ** 5� Fl APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Time of concentration = 12.38 min. Rainfall intensity = 3.919(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.864 Subarea runoff = 6.094(CFS) for 1.800(Ac.) Total runoff = 39.951(CFS) Total area = 11.80(Ac.) Area averaged Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 139.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.800(Ac.) Runoff from this stream = 39.951(CFS) Time of concentration = 12.38 min. Rainfall intensity = 3.919(In /Hr) Area averaged loss rate (Fm) = 0.1570(In /Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Area of streams before confluence: 342.600 11.800 Effective area values after confluence: 354.400 128.843 Results of confluence: Total flow rate = 5Q2-d 21 C_FS), Time of concentration = 36 .229 m in. Effective stream area a er con c = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) _ Study area total (this main stream) _ End of computations, total study area = The following figures may 354.400 (Ac. 0.377 0.296(In /Hr) 354.40(Ac.) 354.40 (Ac.) be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area -� of Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 569.271 36.23 2.057 2 39.951 12.38 3.919 Qmax (1) _ .w 1.000 * 1.000 * 569.271) + 0.505 * 1.000 * 39.951) + = 589.452 � Qmax(2) _ 2.060 * 0.342 * 569.271) + 1.000 * 1.000 * 39.951) + = 440.570 Total of 2 streams to confluence: Flow rates before 569.271 confluence 39.951 point: Maximum flow rates at confluence using above data: 589.452 440.570 Area of streams before confluence: 342.600 11.800 Effective area values after confluence: 354.400 128.843 Results of confluence: Total flow rate = 5Q2-d 21 C_FS), Time of concentration = 36 .229 m in. Effective stream area a er con c = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) _ Study area total (this main stream) _ End of computations, total study area = The following figures may 354.400 (Ac. 0.377 0.296(In /Hr) 354.40(Ac.) 354.40 (Ac.) be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area -� of effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.377 Area averaged SCS curve number = 32.0 N oft wd MR ON A. r F MO aw a" 00 M Ik HYDROLOGY STUDY _______________ VVZTBODT OVERFLOW FROM BASELINE AVENUE _____________________________________ {) 100 YEAR ___________ �� 7- San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CivilCADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 -- - - - - -- Rational Hydrology Study Date: 3/19/91 ---------------- --------------------------- HYDROLOGY ANALYSIS FOR CITRUS AVE STORM DRAIN Q 100 YEAR IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO DATA TO BE USED IN RAT2 FILE NAME RAT1 J.N. 90065 ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.010(In.) i�r11 100 Year storm 1 hour rainfall = 1.520(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.520(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 100.100 INITIAL AREA EVALUATION * * ** im COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1396.700(Ft.) Bottom (of initial area) elevation = 1387.000(Ft.) Difference in elevation = 9.700(Ft.) Slope = 0.00970 s(%)= 0.97 TC = k(0.304) *[(length ^ 3) /(elevation change)] ^0.2 Initial area time of concentration = 12.176 min. Rainfall intensity = 3.958(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 17.456(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.100 to Point /Station 101.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1387.000(Ft.) End of street segment elevation = 1381.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 55- Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 26.183(CFS) Depth of flow = 0.605(Ft.) � Average velocity = 5.729(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.731(Ft.) Flow velocity = 5.73(Ft /s) W Travel time = 0.96 min. TC = 13.14 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000, Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 iri SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.781(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.844 Subarea runoff = 14.457(CFS) for 5.000(Ac.) Total runoff = 31.912(CFS) Total area = 10.00(Ac.) Area averaged Fm value = 0.236(In /Hr) Street flow at end of street = 31.912(CFS) Half street flow at end of street = 31.912(CFS) Depth of flow = 0.644(Ft.) Average velocity 5.928(Ft /s) Flow width (from curb towards crown)= 21.693(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.100 to Point /Station 102.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1381.500(Ft.) End of street segment elevation = 1378.500(Ft.) Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) M R Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 36.699(CFS) Depth of flow = 0.696(Ft.) Average velocity = 5.552(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.48(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 24.313(Ft.) Flow velocity = 5.55(Ft /s) Travel time = 0.60 min. TC = 13.74 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.681(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.834' Subarea runoff = 7.979(CFS) for 3.000(Ac.) Total runoff = 39.891(CFS) Total area = 13.00(Ac.) Area averaged Fm value = 0.272(In /Hr) Street flow at end of street = 39.891(CFS) Half street flow at end of street = 39.891(CFS) Depth of flow = 0.718(Ft.) Average velocity = 5.553(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.55(Ft.) Flow width (from curb towards crown)= 25.381(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ po Process from Point /Station 102.100 to Point /Station 103.100 W * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1378.500(Ft.) End of street segment elevation = 1370.500(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 �+ Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 56.155(CFS) Depth of flow = 0.748(Ft.) Average velocity = 6.939(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.09(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 26.922(Ft.) Flow velocity = 6.94(Ft /s) Travel time = 0.84 min. TC = 14.58 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 57 r� rl 0" rn h F] Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.552(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.817 Subarea runoff = 28.637(CFS) for 10.600(Ac.) Total runoff = 68.528(CFS) Total area = 23.60(Ac.) Area averaged Fm'value = 0.326(In /Hr) Street flow at end of street = 68.528(CFS) Half street flow at end of street = 68.528(CFS) Depth of flow = 0.794(Ft.) Average velocity = 7.133(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.36(Ft.) Flow width (from curb towards crown)= 29.197(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.100 to Point /Station 104.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1370.500(Ft.) End of street segment elevation = 1352.000(Ft.) Length of street segment = 960.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 . Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 90.742(CFS) Depth of flow = 0.877(Ft.) Average velocity = 7.038(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.52(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.000(Ft.) Flow velocity = 7.04(Ft /s) Travel time = 2.27 min. TC = 16.85 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.257(In /Hr) for a . 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.803. Subarea runoff = 33.154(CFS) for 15.300(Ac.) Total runoff = 101.682(CFS) Total area = 38.90(Ac.) Area averaged Fm value = 0.352(In /Hr) Street flow at end of street = 101.682(CFS) Half street flow at end of street = 101.682(CFS) Depth of flow = 0.903(Ft.) 5�1 Average velocity = 7.260(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 11.81(Ft.) Flow width (from curb towards crown)= 32.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.100 to Point/Station ** 105.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 0 F! N e Top of street segment elevation = 1352.000(Ft.) End of street segment elevation = 1341.000(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) f row crossfall grade break = 24.000(Ft.) 101.682(CFS) 12.48 (Ft.) Adjusted S cur Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.091(In /Hr) for a 100.0 year storm ff' t used for area (total area with modified Dstance rom c ope from Butte obluroperty ade break (v /hz) = 0.040 ope from grad to crown (v /hz) = 0.020 reet flow is ide(s) of the street cu line = 20.000(Ft.) 15 pe from curb erty line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.916(Ft.) Average velocity = 6.966(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.000(Ft.) Flow velocity = 6.97(Ft /s) Travel time = 1.53 min. TC = 18.38 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 sCS curve number for soil(AMC 2) = 32.00 CS ve number for AMC 3 = 52.00 Effective runoff co- i% n rational method)(Q =KCIA) is C = 0.797 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 101.682(CFS) Total area = 38.90(Ac.) Area averaged Fm value = 0.352(In /Hr) Street flow at end of street = 101.682(CFS) Half street flow at end of street = 101.682(CFS) Depth of flow = 0.916(Ft.) Average velocity = 6.966(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 12.48(Ft.) Flow width (from curb towards crown)= 32.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 105.100 .�,y * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 18.38 min. Rainfall intensity = 3.091(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.794 Subarea runoff = 40.831(CFS) for 19.200(Ac.) Total runoff = 142.513(CFS) Total area = 58.10(Ac.) Area averaged Fm value = 0.366(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 105.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** rrr Along Main Stream number: 1 in normal stream number 1 o�• Stream flow area = 58.100(Ac.) Runoff from this stream = 142.513(CFS) Time of concentration = 18.38 min. Rainfall intensity = 3.091(In /Hr) �. Area averaged loss rate (Fm) = 0.3655(In /Hr) Area averaged Pervious ratio (Ap) = 0.4656 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.000 to Point /Station 106.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1391.600(Ft.) Bottom (of initial area) elevation = 1379.000(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.01260 s( %)= 1.26 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 14.787 min. Rainfall intensity = 3.522(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.800 Subarea runoff = 12.675(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.100 to Point/Stat 104.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION k- Top of street segment elevation = 1379.000(Ft.) End of street segment elevation = 1352.000(Ft.) Length of street segment = 1400.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) 17.463(CFS) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.041(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (total area with modified Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.519(Ft.) Average velocity = 5.688(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.469(Ft.) Flow velocity = 5.69(Ft /s) Travel time = 4.10 min. TC = 18.89 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 rational method)(Q =KCIA) is C = 0.784 Subarea runoff = 6.155(CFS) for 3.400 Total runoff = 18.830(CFS) Total a ea = 7.90(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 18.830(CFS) Half street flow at end of street = 18.830(CFS) Depth of flow = 0.532(Ft.) Average velocity = 5.760(Ft /s) Flow width (from curb towards crown)= 16.099(Ft.) M t� r1 Fl +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.100 to Point /Station 105.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1352.000(Ft.) End of street segment elevation = 1341.000(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 19�,/ 0 0 an Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.558(Ft.) Average velocity = 5.574(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.383(Ft.) Flow velocity = 5.57(Ft /s) Travel time = 1.91 min. TC = 20.80 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 20.617(CFS) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.870(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.777 Subarea runoff = 2.128(CFS) for 1.500(Ac.) Total runoff = 20.958(CFS) Total area = 9.40(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 20.958(CFS) Half street flow at end of street = 20.958(CFS) Depth of flow = 0.561(Ft.) Average velocity = 5.589(Ft/s) Flow width (from curb towards crown)= 17.528(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.100 to Point /Station 105.100 CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.400(Ac.) Runoff from this stream = 20.958(CFS) Time of concentration = 20.80 min. Rainfall intensity = 2.870(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 142.513 18.38 3.091 2 20.958 20.80 2.870 Qmax(1) _ 1.000 * 1.000 * 142.513) + 1.089 * 0.884 * 20.958) + = 162.685 Qmax(2) _ 0.919 * 1.000 * 142.513) + 1.000 * 1.000 * 20.958) + = 151.907 Total of 2 streams to confluence: Flow rates before confluence point: 142.513 20.958 Maximum flow rates at confluence using above data: 162.685 151.907 Area of streams before confluence: 58.100 9.400 Effective area values after confluence: 0 Ei F E] �r 66.406 67.500 Results of confluence: Total flow rate = 162.685(CFS) Time of concentration = 18.382 min. Effective stream area after confluence = 66.406(Ac.) Study area average Pervious fraction(Ap) = 0.470 Study area average soil loss rate(Fm) = 0.369(In /Hr) Study area total (this main stream) = 67.50(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.100 to Point /Station 109.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1341.00(Ft.) Downstream point /station elevation =- 1329.70(Ft.) Pipe length = 650.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 162.685(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 162.685(CFS) Normal flow depth in pipe = 37.78(In.) Flow top width inside pipe = 33.03(In.) Critical depth could not be calculated. Pipe flow velocity = 16.44(Ft /s) Travel time through,pipe = 0.66 min. Time of concentration (TC) = 19.04 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.000 to Point /Station 109.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 19.04 min. Rainfall intensity = 3.026(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.866 Subarea runoff = 33.092(CFS) for 15.600(Ac.) Total runoff = 195.777(CFS) Total area = 82.01(Ac.) Area averaged Fm value = 0.374(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.100 to Point /Station 110.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1329.70(Ft.) Downstream point /station elevation = 1313.80(Ft.) Pipe length = 920.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 195.777(CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 195.777(CFS) Normal flow depth in pipe = 41.16(In.) Flow top width inside pipe = 33.57(In.) Critical depth could not be calculated. Pipe flow velocity = 17.07(Ft /s) Travel time through pipe = 0.90 min. Xn Time of concentration (TC) = 19.94 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 110.100 SUBAREA FLOW ADDITION * * ** ■ RESIDENTIAL(5 - 7 dwl /acre) { Decimal fraction soil group A = 1.000 . Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 19.94 min. Rainfall intensity = 2.944(In /Hr) for a 100.0 year storm ■ Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.853 Subarea runoff = 27.432(CFS) for 14.600(Ac.) Total runoff = 223.209(CFS) Total area = 96.61(Ac.) Area averaged Fm value = 0.377(In /Hr) ■ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 111.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1313.80(Ft.) Downstream point /station elevation = 1307.70(Ft.) Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 223.209(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 223.209(CFS) Normal flow depth in pipe = 41.67(In.) Flow top width inside pipe = 45.33(In.) Critical Depth = 49.99(In.) Pipe flow velocity = 16.94(Ft /s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 20.35 min. ■ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 111.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Time of concentration = 20.35 min. Rainfall intensity = 2.908(In /Hr) for a 100.0 year storm • Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.833 Subarea runoff = 74.515(CFS) for 34.300(Ac.) Total runoff = 297.724(CFS) Total area = 130.91(Ac.) Area averaged Fm value = 0.381(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ rZ Process from Point /Station 111.100 to Point /Station 112.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1307.70(Ft.) Downstream point /station elevation = 1297.70(Ft.) Pipe length = 650.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 297.724(CFS) Nearest computed pipe diameter = 57.00(In.) Calculated individual pipe flow = 297.724(CFS) Normal flow depth in pipe = 50.44(In.) Flow top width inside pipe = 36.39(In.) Critical depth could not be calculated. Pipe flow velocity = 17.96(Ft /s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 20.96 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 112.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Time of concentration = 20.96 min. Rainfall intensity = 2.857(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.833 Subarea runoff = 46.318(CFS) for 20.900(Ac.) Total runoff = 344..042(CFS) Total area = 151.81(Ac.) Area averaged Fm value = 0.339(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 112.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 151.806(Ac.) Runoff from this stream = 344.042(CFS) Time of concentration = 20.96 min. Rainfall intensity = 2.857(In /Hr) Area averaged loss rate (Fm) = 0.3392(In /Hr) Area averaged Pervious ratio (Ap) = 0.4320 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.100 to Point /Station 113.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1341.000(Ft.) Bottom (of initial area) elevation = 1323.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.01800 s( %)= 1.80 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 13.769 min. Rainfall intensity = 3.676(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.804 Subarea runoff = 6.797(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.100 to Point /Station 110.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1323.000(Ft.) End of street segment elevation = 1313.800(Ft.) Length of street segment = 570.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Scope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.422(CFS) Depth of flow = 0.424(Ft.) Average velocity = 4.633(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.680(Ft.) Flow velocity = 4.63(Ft /s) Travel time = 2.05 min. TC = 15.82 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.382(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.796 Subarea runoff = 2.352(CFS) for 1.100(Ac.) Total runoff = 9.149(CFS) Total area = •3.40(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 9.149(CFS) Half street flow at end of street = 9.149(CFS) Depth of flow = 0.435(Ft.) Average velocity = 4.711(Ft /s) Flow width (from curb towards crown)= 11.244(Ft.) ti 0 OR 6 F� +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 112.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1313.800(Ft.) End of street segment elevation = 1297.700(Ft.) Length of street segment = 1070.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) 12.109(CFS) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.982(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.481(Ft.) Average velocity = 4.821(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.542(Ft.) Flow velocity = 4.82(Ft /s) Travel time = 3.70 min. TC = 19.52 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Ad'7 usted SCS curve number for AMC 3 = 52.00 rational method)(Q =KCIA) is C = 0.782 Subarea runoff = 3.901(CFS) for 2.200(Ac.) Total runoff = 13.049(CFS) Total area = 5.60(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 13.049(CFS) Half street flow at end of street = 13.049(CFS) Depth of flow = 0.492(Ft.) Average velocity = 4.884(Ft/s) Flow width (from curb towards crown)= 14.122(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 112.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.600(Ac.) Runoff from this stream = 13.049(CFS) Time of concentration = 19.52 min. Rainfall intensity = 2.982(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) e- Rainfall Intensity (In /Hr) hJ e Fl C n G 1 344.042 2 13.049 Qmax (1) = 1.000 0.952 Qmax(2) = 1.049 1.000 20.96 19.52 2.857 2.982 1.000 * 344.042) + 1.000 * 13.049) + _ 0.931 * 344.042) + 1.000 * 13.049) + _ 356.464 349.330 Total of 2 streams to confluence: Flow rates before confluence point: 344.042 13.049 Maximum flow rates at confluence using above data: 356.464 349.330 Area of streams before confluence: 151.806 5.600 Effective area values after confluence: 157.406 146.994 Results of confluence: Total flow rate = 356.464(CFS) Time of concentration = 20.956 min. Effective stream area after confluence = 157.406(Ac.) Study area average Pervious fraction(Ap) = 0.434 Study area average soil loss rate(Fm) = 0.341(In /Hr) Study area total (this main stream) = 157.41(Ac.) End of computations, total study area = 158.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.435 Area averaged SCS'curve number = 32.0 Bernardino Count Rational Hydrology Pro San Ber y Y gY ram g (Hydrology Manual Date - August 1986) Civi1CADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 3/19/91 ------------------------------------------------------------------ - - - - -- HYDROLOGY ANALYSIS FOR CITRUS AVE STORM DRAIN Q 100 YEAR IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO DATA TO BE USED IN RAT3 FILE NAME RAT2 J.N. 90065 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.010(In.) 100 Year storm 1 hour rainfall = 1.520(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.520(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.100 to Point /Station 112.100 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.4350 Max loss rate(Fm)= 0.342(In /Hr) Rainfall intensity = 2.857(In /Hr) for a 100.0 year storm User specified values are as follows: TC = 20.96 min. Rain intensity = 2.86(In /Hr) Total area = 158.50(Ac.) Total runoff = 356.46(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.100 to Point /Station 125.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1297.70(Ft.) Downstream point /station elevation = 1291.50(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 356.460(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 356.460(CFS) Normal flow depth in pipe = 49.97(In.) Flow top width inside pipe = 44.78(In.) Critical depth could not be calculated. Pipe flow velocity = 20.41(Ft /s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 21.24 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.000 to Point /Station 125.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Time of concentration = 21.24 min. Rainfall intensity = 2.834(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified .� rational method)(Q =KCIA) is C = 0.897 Subarea runoff = 11.557(CFS) for 5.000(Ac.) Wr Total runoff = 368.017(CFS) Total area = 163.50(Ac.) Area averaged Fm value = 0.333(In /Hr) im +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.100 to Point /Station 116.100 PIPEFLOW TRAVEL TIME (Program estimated size) ** Upstream point /station elevation = 1291. Downstream point /station elevation = 50( . Pipe length = 240.00(Ft.) Manni JfE - .013 No. of pipes = 1 Required pipe flow = 368.017(CFS) Nearest computed pipe diameter = 66.00(In.) O Calculated individual pipe flow = 368.017(CFS) Normal flow depth in pipe = 52.97(In.) Flow top width inside pipe = 52.55(In.) Critical Depth = 61.10(In.) '^ Pipe flow velocity = 18.01(Ft /s) �j Travel time through pipe = 0.22 min. Time of concentration (TC) = 21.46 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.100 to Point /Station 116.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 163.500(Ac.) Runoff from this stream = 368.017(CFS) Time of concentration = 21.46 min. Rainfall intensity = 2.817(In /Hr) Area averaged loss rate (Fm) = 0.3335(In /Hr) Area averaged Pervious ratio (Ap) = 0.4248 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 114.000 to Point /Station 114.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for Pervious ratio(Ap) = 0.1000 AMC 3 = 52.00 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1304.500(Ft.) Bottom (of initial area) elevation = 1295.400(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.00910 s( %)= 0.91 7 h TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 12.333 min. Rainfall intensity = 3.927(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.882 Subarea runoff = 19.052(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 114.100 to Point /Station 115.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** F irr Top of street segment elevation = 1295.400(Ft.) End of street segment elevation = 1293.000(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) rational method)(Q =KCIA) is C = 0.880 Subarea runoff = 7.044(CFS) for 2.900(Ac.) Total runoff = 26.096(CFS) Total area = 8.40(Ac.) Area averaged Fm value = 0.079(In /Hr) Street flow at end of street = 26.096(CFS) Half street flow at end of street = 13.048(CFS) Depth of flow = 0.580(Ft.) Average velocity = 3.184(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 24.074(CFS) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Rainfall intensity = 3.530(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.566(Ft.) Average velocity = 3.129(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.802(Ft.) Flow velocity = 3.13(Ft /s) Travel time = 2.40 min. TC = 14.73 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Ad'7 usted SCS curve number for AMC 3 = 52.00 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 115.100 to Point /Station 116.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** r'/ F e Top of street segment elevation = 1293.000(Ft.) End of street segment elevation = 1286.400(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.719(Ft.) Average velocity = 5.826(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 25.455(Ft.) Flow velocity = 5.83(Ft /s) Travel time = 1.14 min. TC = 15.87 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Ad'usted SCS curve number for AMC 3 = 52.00 42.095(CFS) 2.62(Ft.) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Rainfall intensity = 3.375(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified n; d rational method)(Q =KCIA) is C = 0.879 Subarea runoff = 29.390(CFS) for 10.300(Ac.) Total runoff = 55.486(CFS) Total area = 18.70(Ac.) Area averaged Fm value = 0.079(In /Hr) Street flow at end of street = 55.486(CFS) Half street flow at end of street = 55.486(CFS) Depth of flow = 0.783(Ft.) Average velocity = 6.017(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.81(Ft.) Flow width (from curb towards crown)= 28.646(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 115.100 to Point /Station 116.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** �1 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 18.700(Ac.) Runoff from this stream = 55.486(CFS) Time of concentration = 15.87 min. Rainfall intensity = 3.375(In /Hr) Area averaged loss rate (Fm) = 0.0785(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity ( In /Hr) �:z 1 2 Qmax(1) 368.017 21.46 55.486 15.87 2.817 3.375 1.000 * 1.000 * 368.017) + 0.831 * 1.000 * 55.486) + = 414.102 Qmax(2) _ 1.225 * 0.740 * 368.017) + 1.000 * 1.000 * 55.486) + = 388.942 Total of 2 streams to confluence: Flow rates before confluence point: 368.017 55.486 Maximum flow rates at confluence using above data: 414.102 388.942 Area of streams before confluence: +! 163.500 18.700 Effective area values after confluence: 182.200 139.643 s* Results of confluence: Total flow rate = 414.102(CFS) it Time of concentration = 21.460 min. Effective stream area after confluence = 182.200(Ac.) Study area average Pervious fraction(Ap) = 0.391 Study area average soil loss rate(Fm) = 0.307(In /Hr) Study area total (this main stream) = 182.20(Ac.) W +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 126.000 to Point /Station 116.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 j Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 id Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= .079(In /Hr) Time of concentration = 21.46 min. �• Rainfall intensity = 2.817(In /Hr) for a 100.0 ear storm Effective runoff coefficient used for area,(total a a with modified rational method)(Q =KCIA) is C = 0.888 Subarea runoff = 9.727(CFS) for 5.000(Ac. Total runoff = 423.830(CFS) Total area = 187.20(Ac.) Area averaged Fm value = 0.301(In /Hr) ++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 116.100 to oint /Station 118.100 * * ** PIPEFLOW TRAVEL TIME (Program a im ed size) * * ** Upstream point /station elevation = V128 (Ft.) Downstream point /station elevation .50(Ft.).- Pipe length = 230.00(Ft.) Manni = 0. No. of pipes = 1 Required pipe flow = 423.830(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 423.830(CFS) Normal flow depth in pipe = 49.97(In.) Flow top width inside pipe = 51.04(In.) Critical depth could not be calculated. Pipe flow velocity = 23.02(Ft /s) 73 Travel time through pipe = 0.17 min. Time of concentration (TC) = 21.63 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 116.100 to Point /Station 118.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 187.200(Ac.) Runoff from this stream = 423.830(CFS) Time of concentration = 21.63 min. Rainfall intensity = 2.804(In /Hr) Area averaged loss rate (Fm) = 0.3012(In /Hr) Area averaged Pervious ratio (Ap) = 0.3836 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 117.000 to Point /Station 117.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) i Initial subarea data: Initial area flow distance = 1000.000(Ft.) 'fop (of initial area) elevation = 1294.000(Ft.) Bottom (of initial area) elevation = 1285.300(Ft.) Difference in elevation = 8.700(Ft.) Slope = 0.00870 s( %)= 0.87 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 15.924 min. Rainfall intensity = 3.369(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.795 Subarea runoff = 17.680(CFS) Total initial stream area = 6.600(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 117.100 to Point /Station 118.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1285.300(Ft.) End of street segment elevation = 1283.500(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 `7' ri F' Effective runoff coe icie rational method)(Q =KCIA) is C = 0.780 Subarea runoff = 9.016(CFS) for 5.000(Ac.) Total runoff = 26.696(CFS) Total area = 11.60(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 26.696(CFS) Half street flow at end of street = 13.348(CFS) Depth of flow = 0.638(Ft.) Average velocity = 2.600(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 24.377(CFS) Adjusted SCS curve Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.950(In /Hr) for a 100.0 year storm ff' ' nt used for area (total area with modified Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.620(Ft.) Average velocity = 2.532(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.53(Ft /s) Travel time = 3.95 min. TC = 19.87 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A•= 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 number for AMC 3 = 52.00 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 117.100 to Point /Station 118.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.600(Ac.) Runoff from this stream = 26.696(CFS) Time of concentration = 19.87 min. Rainfall intensity = 2.950(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity ( In /Hr) 1 423.830 21.63 2.804 2 26.696 19.87 2.950 Qmax (1) _ 1.000 * 1.000 * 423.830) + 0.943 * 1.000 * 26.696) + = 449.003 Qmax(2) _ 1.058 * 0.919 * 423.830) + . 1.000 * 1.000 * 26.696) + = 438.874 Total of 2 streams to confluence: Flow rates before confluence point: 423.830 26.696 Maximum flow rates at confluence using above data: 449.003 438.874 Area of streams before confluence: 75 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 118.100 to Point /Station 120.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1283.50(Ft.) Downstream point /station elevation = 1276.50(Ft.) Pipe length = 346.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 449.003(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 449.003(CFS) Normal flow depth in pipe = 56.62(In.) Flow top width inside pipe = 38.00(In.) Critical depth could not be calculated. Pipe flow velocity = 21.92(Ft /s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 21.89 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 118.100 to Point /Station 120.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 198.800(Ac.) Runoff from this stream = 449.003(CFS) Time of concentration = 21.89 min. Rainfall intensity = 2.784(In /Hr) Area averaged loss rate (Fm) = 0.3065(In /Hr) Area averaged Pervious ratio (Ap) = 0.3904 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 119.000 to Point /Station 119.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.631 min. Rainfall intensity = 3.282(In /Hr) for a 100.0 year storm 187.200 11.600 Effective area values after confluence: 198.800 183.627 Results of confluence: Total flow rate = 449.003(CFS) Time of concentration = 21.626 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) 198.800(Ac.) = 0.390 Study area average soil loss rate(Fm) = 0.307(In /Hr) Study area total (this main stream) = 198.80(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 118.100 to Point /Station 120.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1283.50(Ft.) Downstream point /station elevation = 1276.50(Ft.) Pipe length = 346.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 449.003(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 449.003(CFS) Normal flow depth in pipe = 56.62(In.) Flow top width inside pipe = 38.00(In.) Critical depth could not be calculated. Pipe flow velocity = 21.92(Ft /s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 21.89 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 118.100 to Point /Station 120.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 198.800(Ac.) Runoff from this stream = 449.003(CFS) Time of concentration = 21.89 min. Rainfall intensity = 2.784(In /Hr) Area averaged loss rate (Fm) = 0.3065(In /Hr) Area averaged Pervious ratio (Ap) = 0.3904 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 119.000 to Point /Station 119.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.631 min. Rainfall intensity = 3.282(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.792 Subarea runoff = 13.004(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 119.100 to Point /Station 120.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1280.000(Ft.) End of street segment elevation = 1276.500(Ft.) *� Length of street segment = 600.000(Ft.) Height of curb above gutter flowline 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) go W �I rational method)(Q =KCIA) is C = 0.780 Subarea runoff = 10.053(CFS) for 5.000(Ac.) Total runoff = 23.057(CFS) Total area = 10.00(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 23.057(CFS) Half street flow at end of street = 11.528(CFS) Depth of flow = 0.550(Ft.) Average velocity = 3.225(Ft/s) Flow width (from curb towards crown)= 17.022(Ft.) 19.506(CFS) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 2.954(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (total area with modified Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.522(Ft.) Average velocity = 3.136(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.596(Ft.) Flow velocity = 3.14(Ft /s) Travel time = 3.19 min. TC = 19.82 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 119.100 to Point /Station 120.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** . Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.000(Ac.) Runoff from this stream = 23.057(CFS) Time of concentration = 19.82 min. 7 7 Rainfall intensity = 2.954(In /Hr) Area averaged loss rate'(Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 449.003 21.89 2.784 �A 2 23.057 19.82 2.954 Qmax (1) _ 1.000 * 1.000 * 449.003) + 0.933 * 1.000 * 23.057) + = 470.521 Qmax(2) _ 1.069 * 0.905 * 449.003) + 1.000 * 1.000 * 23.057) + = 457.663 Total of 2 streams to confluence: Flow rates before confluence point: 449.003 23.057 Maximum flow rates at confluence using above data: 470.521 457.663 Area of streams before confluence: 198.800 10.000 Effective area values after confluence: 208.800 190.007 Results of confluence: Total flow rate = 470.521(CFS) Time of concentration = 21.889 min. Effective stream area after confluence = 208.800(Ac.) Study area average Pervious fraction(Ap) = 0.396 Study area average soil loss rate(Fm) = 0.311(In /Hr) Study area total (this main stream) = 208.80(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.100 to Point /Station 121.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** k' Upstream point /station elevation = 1276.50(Ft.) Downstream point /station elevation = 1270.50(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 W No. of pipes = 1 Required pipe flow = 470.521(CFS) Nearest computed pipe diameter 69.00(In.) Calculated individual pipe flow = 470.521(CFS) Normal flow depth in pipe = 57.56(In.) Flow top width inside pipe = 51.32(In.) Critical depth could not be calculated. Pipe flow velocity = 20.31(Ft /s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 22.22 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.100 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 208.800(Ac.) Runoff from this stream = 470.521(CFS) Time of concentration = 22.22 min. Rainfall intensity = 2.759(In /Hr) Area averaged loss rate (Fm) = 0.3107(In /Hr) Area averaged Pervious ratio (Ap) = 0.3957 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 121.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1277.000(Ft.) �y Bottom (of initial area) elevation = 1270.500(Ft.) Difference in elevation = 6.500(Ft.) �w Slope = 0.00650 s( %)= 0.65 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.880 min. Rainfall intensity = 3.253(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.791 Subarea runoff = 15.705(CFS) Total initial stream area = 6.100(Ac.) Pervious area fraction = 0.500 ew Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.100(Ac.) Runoff from this stream = 15.705(CFS) Time of concentration = 16.88 min. Rainfall intensity = 3.253(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 470.521 22.22 2.759 2 15.705 16.88 3.253 Qmax(1) _ 1.000 * 1.000 * 470.521) + 0.827 * 1.000 * 15.705) + = 483.512 Qmax(2) _ 1.202 * 0.760 * 470.521) + 1.000 * 1.000 * 15.705) + = 445.384 Total of 2 streams to confluence: Flow rates before confluence point: 470.521 15.705 Maximum flow rates at confluence using above data: 483.512 445.384 Area of streams before confluence: 208.800 6.100 r7� t� y t Effective area values after confluence: 214.900 164.736 Results of confluence: Total flow rate = 483.512(CFS) Time of concentration = 22.218 min. Effective stream area after confluence = 214.900(Ac.) Study area average Pervious fraction(Ap) = 0.399 Study area average soil loss rate(Fm) = 0.313(In /Hr) Study area total (this main stream) = 214.90(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.100 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 214.900(Ac.) Runoff from this stream = 483.512(CFS) Time of concentration = 22.22 min. Rainfall intensity = 2.759(In /Hr) Area averaged loss rate (Fm) = 0.3130(In /Hr) Area averaged Pervious ratio (Ap) = 0.3986 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 127.000 to Point /Station 121.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1280.000(Ft.) Bottom (of initial area) elevation = 1270.500(Ft.) Difference in elevation = 9.500(Ft.) Slope = 0.00950 s( %)= 0.95 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 15.646 min. Rainfall intensity = 3.405(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.796 Subarea runoff = 9.760(CFS) Total initial stream area = 3.600(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 127.000 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.600(Ac.) Runoff from this stream =, 9.760(CFS) Time of concentration = 15.65 min. Rainfall intensity = 3.405(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 483.512 22.22 2.759 2 9.760 15.65 3.405 Qmax(1) _ 1.000 * 1.000 * 483.512) + 0.786 * 1.000 * 9.760) + = 491.178 Qmax(2) _ +r� 1.264 * 0.704 * 483.512) + 1.000 * 1.000 * 9.760) + = 440.197 Total of 2 streams to confluence: Flow rates before confluence point: 483.512 9.760 Maximum flow rates at confluence using above data: 491.178 440.197 Area of streams before confluence: 214.900 3.600 Effective area values after confluence: 218.500 154.937 Results of confluence: �•. Total flow rate = 491.178(CFS) Time of concentration = 22.218 min. Effective stream area after confluence = 218.500(Ac.) Study area average Pervious fraction(Ap) = 0.400 Study area average soil loss rate(Fm) = 0.314(In /Hr) Study area total (this main stream) = 218.50(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.100 to Point /Station 123.100 * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** �j Upstream point /station elevation = 1270.50(Ft.) Downstream point /station elevation = 1266.70(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 491.178(CFS) irr Nearest computed pipe diameter = 66.00(In.) Calculated individual pipe flow = 491.178(CFS) Normal flow depth in pipe = 58.87(In.) Flow top width inside pipe = 40.96(In.) Critical depth could not be calculated. Pipe flow velocity = 21.96(Ft /s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 22.37 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.100 to Point /Station 123.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 218.500(Ac.) Runoff from this stream = 491.178(CFS) Time of concentration = 22.37 min. Rainfall intensity = 2.748(In /Hr) Area averaged loss rate (Fm) = 0.3143(In /Hr) Area averaged Pervious ratio (Ap) = 0.4003 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.000 to Point /Station 122.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1276.000(Ft.) Bottom (of initial area) elevation = 1268.300(Ft.) Difference in elevation = 7.700(Ft.) Slope = 0.00770 s( %)= 0.77 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 16.317 min. Rainfall intensity = 3.320(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.794 Subarea runoff = 17.916(CFS) Total initial stream area = 6.800(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) 0 0 �i H +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.100 to Point /Station 123.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1268.300(Ft.) End of street segment elevation = 1266.700(Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 23.186(CFS) Depth of flow = 0.543(Ft.) Average velocity = 3.355(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.667(Ft.) Flow velocity = 3.35(Ft /s) Travel time = 1.24 min. TC = 17.56 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Rainfall intensity = 3.177(In/Hr) for a 100.0 year storm t/z Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.789 Subarea runoff = 9.149(CFS) for 4.000(Ac.) Total runoff = 27.065(CFS) Total area = 10.80(Ac.) Area averaged Fm value = 0.393(In /Hr) Street flow at end of street = 27.065(CFS) Half street flow at end of street = 13.533(CFS) Depth of flow = 0.571(Ft.) Average velocity = 3.444(Ft/s) Note: depth of flow exceeds top of street crown. 'J Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.100 to Point /Station 123.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.800(Ac.) Runoff from this stream = 27.065(CFS) Time of concentration = 17.56 min. Rainfall intensity = 3.177(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ am Process from Point /Station 128.000 to Point /Station 123.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) 6W Top (of initial area) elevation = 1280.000(Ft.) Bottom (of initial area) elevation = 1266.700(Ft.) Difference in elevation = 13.300(Ft.) Slope = 0.01330 s(%)= 1.33 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 14.628 min. - Rainfall intensity = 3.545(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C 0.800 Subarea runoff = 24.117(CFS) Total initial stream area = 8.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 128.000 to Point /Station 123.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 8.500(Ac.) Runoff from this stream = 24.117(CFS) Time of concentration = 14.63 min. Rainfall intensity = 3.545(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) g-3 Fl Kv] 0 Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1.328 * 0.654 * 491.178) + 1.132 * 0.833 * 27.065) + 1.000 * 1.000 * 24.117) + = 476.116 Total of 3 streams to confluence: Flow rates before confluence point: 491.178 27.065 24.117 Maximum flow rates at confluence using above data: 532.084 501.996 476.116 Area of streams before confluence: 218.500 10.800 8.500 Effective area values after confluence: 237.800 190.817 160.379 Results of confluence: Total flow rate = 532.084(CFS) Time of concentration = 22.369 min. Effective stream area after confluence = 237.800(Ac.) Study area average Pervious fraction(Ap) = 0.408 Study area average soil loss rate(Fm) = 0.321(In /Hr) Study area total (this main stream) = 237.80(Ac.) End of computations, total study area = 237.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.408 Area averaged SCS curve number = 32.0 1 491.178 22.37 2.748 2 27.065 17.56 3.177 3 24.117 14.63 3.545 Qmax (1) = 1.000 * 1.000 * 491.178) + 0.846 * 1.000 * 27.065) + 0.747 * 1.000 * 24.117) + = 532.084 Qmax(2) = 1.177 * 0.785 * 491.178) + 1.000 * 1.000 * 27.065) + 0.883 * 1.000 * 24.117) + = 501.996 Qmax(3) = San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) Civi1CADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 -------- Rational - Hydrology - Study - - - - -- Date_ 3/19/91 -- - HYDROLOGY ANALYSIS FOR CITRUS AVE STORM DRAIN Q 100 YEAR IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO FILE NAME RAT3 J.N. 90065 ------------------------------------------------------------------------ .,� * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.010(In.) 100 Year storm 1 hour rainfall = 1.520(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.520(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 123.100 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea $CS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.4080 Max loss rate(Fm)= 0.320(In /Hr) Rainfall intensity = 2.747(In /Hr) for a 100.0 year storm User specified values are as follows: TC = 22.37 min. Rain intensity = 2.75(In /Hr) Total area = 237.80(Ac.) Total runoff = 532.08(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 130.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1266.70(Ft.) Downstream point /station elevation = 1254.90(Ft.) Pipe length = 820.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 532.080(CFS) Nearest computed pipe diameter = 72.00(In.) Calculated individual pipe flow = 532.080(CFS) Normal flow depth in pipe = 62.62(In.) Flow top width inside pipe = 48.46(In.) Critical depth could not be calculated. Pipe flow velocity = 20.37(Ft /s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 23.04 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 237.800(Ac.) Runoff from this stream = 532.080(CFS) Time of concentration = 23.04 min. Rainfall intensity = 2.699(In /Hr) Area averaged loss rate (Fm) = 0.3203(In /Hr) Area averaged Pervious ratio (Ap) = 0.4080 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 130.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 1266.000(Ft.) Bottom (of initial area) elevation = 1254.900(Ft.) Difference in elevation = 11.100(Ft.) Slope = 0.01233 s( %)= 1.23 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 14.237 min. Rainfall intensity = 3.603(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.802 Subarea runoff = 12.714(CFS) Total initial stream area = 4.400(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 W Stream flow area = 4.400(Ac.) Runoff from this stream = 12.714(CFS) Time of concentration = 14.24 min. Rainfall intensity = 3.603(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 130.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In /Hr) Initial subarea data: Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 1266.000(Ft.) Bottom (of initial area) elevation = 1254.900(Ft.) Difference in elevation = 11.100(Ft.) Slope = 0.01354 s(%)= 1.35 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.464 min. Rainfall intensity = 3.726(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.805 Subarea runoff = 7.500(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.500(Ac.) Runoff from this stream = 7.500(CFS) Time of concentration = 13.46 min. Rainfall intensity = 3.726(In /Hr) Area averaged loss rate (Fm) = 0.3926(In /Hr) bw Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 532.080 23.04 2.699 2 12.714 14.24 3.603 3 7.500 13.46 3.726 Qmax(1) = 1.000 * 1.000 * 532.080) + 0.718 * 1.000 * 12.714) + 0.692 * 1.000 * 7.500) + = 546.404 Qmax(2) _ 1.380 * 0.618 * 532.080) + 1.000 * 1.000 * 12.714) + 0.963 * 1.000 * 7.500) + = 473.647 +� Qmax(3) _ 1.432 * 0.584 * 532.080) + 1.038 * 0.946 * 12.714) + 1.000 * 1.000 * 7.500) + = 465.096 Total of 3 streams to confluence: Flow rates before confluence point: 532.080 12.714 7.500 Maximum flow rates at confluence using above data: 546.404 473.647 465.096 Area of streams before confluence: 237.800 4.400 2.500 Effective area values after confluence: 244.700 153.841 145.620 Results of confluence: Total flow rate = 546.404(CFS) Time of concentration = 23.041 min. 3 Effective stream area after confluence = 244.700(Ac.) Study area average Pervious fraction(Ap) = 0.411 Study area average soil loss rate(Fm) = 0.322(In /Hr) 3 Study area total (this main stream) = 244.70(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 ;�� 7 Process from Point /Station 98.000 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 244.700(Ac.) Runoff from this stream = 546.404(CFS) Time of concentration = 23.04 min. Rainfall intensity = 2.699(In /Hr) Area averaged loss rate (Fm) = 0.3224(In /Hr) Area averaged Pervious ratio (Ap) = 0.4106 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 129.000 to Point /Station 129.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 �. Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1269.000(Ft.) Bottom (of initial area) elevation = 1256.700(Ft.) Difference in .elevation = 12.300(Ft.) Slope = 0.01230 s(%)= 1.23 TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 11.612 min. Rainfall intensity = 4.072(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.883 Subarea runoff = 35.941(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 129.100 to Point /Station 130.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1256.700(Ft.) End of street segment elevation = 1254.900(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 49.778(CFS) Depth of flow = 0.952(Ft.) Average velocity = 3.077(Ft /s) Warning: depth of flow exceeds top of curb D 0 7 1 �l 0 rational method)(Q =KCIA) is C = 0.880 Subarea runoff = 18.748(CFS) for 7.700(Ac.) Total runoff = 54.688(CFS) Total area = 17.70(Ac.) Area averaged Fm value = 0.079(In /Hr) Street flow at end of street = 54.688(CFS) Half street flow at end of street = 54.688(CFS) Depth of flow = 0.975(Ft.) Average velocity = 3.180(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 15.44(Ft.) Flow width (from curb towards crown)= 32.000(Ft.) 14.28 (Ft.) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) Rainfall intensity = 3.512(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.000(Ft.) Flow velocity = 3.08(Ft /s) Travel time = 3.25 min. TC = 14.86 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 129.100 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.700(Ac.) Runoff from this stream = 54.688(CFS) Time of concentration = 14.86 min. Rainfall intensity = 3.512(In /Hr) Area averaged loss rate (Fm) = 0.0785(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In /Hr) 1 546.404 23.04 2.699 2 54.688 14.86 3.512 Qmax (1) _ 1.000 * 1.000 * 546.404) + 0.763 * 1.000 * 54.688) + = 588.152 Qmax(2) _ 1.342 * 0.645 * 546.404) + 1.000 * 1.000 * 54.688) + = 527.573 Total of 2 streams to confluence: Flow rates before confluence point: 546.404 54.688 Maximum flow rates at confluence using above data: 588.152 527.573 Area of streams before confluence: 244.700 17.700 E �rll` iki r- L !- 3 6, iW Fl �r l Effective area values after confluence: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point /Station 133.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1254.90(Ft.) Downstream point /station elevation = 1247.30(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 588.152(CFS) Nearest computed pipe diameter = 69.00(In.) Calculated individual pipe flow = 588.152(CFS) Normal flow depth in pipe = 59.44(In.) Flow top width inside pipe = 47.68(In.) Critical depth could not be calculated. Pipe flow velocity = 24.72(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 23.27 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point /Station 133.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 1n normal stream number 1 Stream flow area = 262.400(Ac.) Runoff from this stream = 588.152(CFS) Time of concentration = 23.27 min. Rainfall intensity = 2.683(In /Hr) Area averaged loss rate (Fm) = 0.3059(In /Hr) Area averaged Pervious ratio (Ap) = 0.3896 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 132.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1260.000(Ft.) Bottom (of initial area) elevation = 1251.100(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.00890 s( %)= 0.89 TC = k(0.324) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.203 min. Rainfall intensity = 3.770(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.863 y� 262.400 175.531 Results of confluence: Total flow rate = 588.152(CFS) Time of concentration = 23.041 min. Effective stream area after confluence = 262.400(Ac.) Study area average Pervious fraction(Ap) = 0.390 Study area average soil loss rate(Fm) = 0.306(In /Hr) Study area total (this main stream) = 262.40(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point /Station 133.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1254.90(Ft.) Downstream point /station elevation = 1247.30(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 588.152(CFS) Nearest computed pipe diameter = 69.00(In.) Calculated individual pipe flow = 588.152(CFS) Normal flow depth in pipe = 59.44(In.) Flow top width inside pipe = 47.68(In.) Critical depth could not be calculated. Pipe flow velocity = 24.72(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 23.27 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point /Station 133.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 1n normal stream number 1 Stream flow area = 262.400(Ac.) Runoff from this stream = 588.152(CFS) Time of concentration = 23.27 min. Rainfall intensity = 2.683(In /Hr) Area averaged loss rate (Fm) = 0.3059(In /Hr) Area averaged Pervious ratio (Ap) = 0.3896 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 132.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1260.000(Ft.) Bottom (of initial area) elevation = 1251.100(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.00890 s( %)= 0.89 TC = k(0.324) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.203 min. Rainfall intensity = 3.770(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.863 y� Subarea runoff = 23.737(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.100 to Point /Station 133.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1251.100(Ft.) End of street segment elevation = 1247.300(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline 8.0(In.) _ Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.541(CFS) Depth of flow = 0.590(Ft.) Average velocity = 3.679(Ft/s) im Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: P" Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.68(Ft /s) Travel time = 2.49 min. TC = 15.69 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = ,52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) j Rainfall intensity = 3.398(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.867 Subarea runoff = 11.902(CFS) for 4.800(Ac.) Total runoff = 35.639(CFS) Total area = 12.10(Ac.) Area averaged Fm value = 0.126(In /Hr) Street flow at end of street = 35.639(CFS) Half street flow at end of street = 17.819(CFS) Depth of flow = 0.613(Ft.) Average velocity = 3.802(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.100 to Point /Station 133.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.100(Ac.) Runoff from this stream = 35.639(CFS) 9� Time of concentration = 15.69 min. Rainfall intensity = 3.398(In /Hr) Area averaged loss rate (Fm) = 0.1259(In /Hr) Area averaged Pervious ratio (Ap) = 0.1603 Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 588.152 23.27 2.683 j 2 35.639 15.69 3.398 Qmax (1) _ 1.000 * 1.000 * 588.152) + 0.781 * 1.000 * 35.639) + = 616.001 Qmax(2) _ 1.301 * 0.674 * 588.152) + 1.000 * 1.000 * 35.639) + = 551.668 firl Total of 2 streams to confluence: Flow rates before confluence point: 588.152 35.639 Maximum flow rates at confluence using above data: 616.001 551.668 Area of streams before confluence: 262.400 12.100 Effective area values after confluence: 274.500 189.074 Results of confluence: Total flow rate = 616.001(CFS) Time of concentration = 23.270 min. Effective stream area after confluence = 274.500(Ac.) `5 Study area average Pervious fraction(Ap) = 0.380 Study area average soil loss rate(Fm) = 0.298(In /Hr) Study area total (this main stream) = 274.50(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.100 to Point /Station 135.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1247.30(Ft.) +�* Downstream point /station elevation = 1243.50(Ft.) Pipe length = 325.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 616.001(CFS) Nearest computed pipe diameter = 81.00(In.) IR Calculated individual pipe flow = 616.001(CFS) Normal flow depth in pipe = 65.16(In.) Flow top width inside pipe = 64.26(In.) Critical Depth = 75.08(In.) Pipe flow velocity = 19.97(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 23.54 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.100 to Point /Station 135.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 274.500(Ac.) Runoff from this stream = 616.001(CFS) Time of concentration = 23.54 min. Rainfall intensity = 2.665(In /Hr) G�� Area averaged loss rate (Fm) = 0.2980(In /Hr) Area averaged Pervious ratio (Ap) = 0.3795 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.000 to Point /Station 134.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 �+ Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1255.000(Ft.) Bottom (of initial area) elevation = 1246.700(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.00830 s( %)= 0.83 0 TC = k(0.324)* (length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.388 min. Rainfall intensity = 3.738(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.862 Subarea runoff = 23.530(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.100 to Point /Station 135.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1246.700(Ft.) End of street segment elevation = 1243.500(Ft.) Length of street segment = 550.000(Ft.) A Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) !^ Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.266(CFS) Depth of flow = 0.604(Ft.) Average velocity = 3.446(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.45(Ft /s) Travel time = 2.66 min. TC = 16.05 min. Adding area flow to street APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Rainfall intensity = 3.353(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.858 Subarea runoff = 11.277(CFS) for 4.800(Ac.) Total runoff = 34.807(CFS) Total area = 12.10(Ac.) Area averaged Fm value = 0.157(In /Hr) Street flow at end of street = 34.807(CFS) Half street flow at end of street = 17.404(CFS) Depth of flow = 0.625(Ft.) Average velocity = 3.551(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.100 to Point /Station 135.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 1 11 normal stream number 2 Stream flow area = 12.100(Ac.) Runoff from this stream = 34.807(CFS) Time of concentration = 16.05 min. Rainfall intensity = 3.353(In /Hr) Area averaged loss rate (Fm) = 0.1570(In /Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Stream Flow rate TIC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 616.001 23.54 2.665 2 34.807 16.05 3.353 Qmax (1) _ 1.000 * 1.000 * 616.001) + 0.785 * 1.000 * 34.807) + = 643.309 Qmax(2) _ 1.291 * 0.682 * 616.001) + 1.000 * 1.000 * 34.807) + = 576.948 Total of 2 streams to confluence: Flow rates before confluence point: 616.001 34.807 Maximum flow rates at confluence using above data: 643.309 576.948 Area of streams before confluence: 274.500 12.100 Effective area values after confluence: 286.600 199.233 Results of confluence: Total flow rate = 643.309(CFS) Time of concentration = 23.541 min. = 286.600(Ac.) Effective stream area after confluence Study area average Pervious fraction(Ap) soil loss rate(Fm) = = 0.372 0.292(In /Hr) Study area average Study area total (this main stream) = 286.60(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.100 to Point /Station 136.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** +�I Upstream point /station elevation = 1243.50(Ft.) Downstream point /station elevation = 1242.00(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 643.309(CFS) Nearest computed pipe diameter = 81.00(In.) Calculated individual pipe flow = 643.309(CFS) Normal flow depth in pipe = 65.81(In.) Flow top width inside pipe = 63.23(In.) Critical Depth = 75.87(In.) Pipe flow velocity = 20.65(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 23.64 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.100 to Point /Station 136.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 286.600(Ac.) Runoff from this stream = 643.309(CFS) +� Time of concentration = 23.64 min. Rainfall intensity = 2.658(In /Hr) Area averaged loss rate (Fm) = 0.2920(In /Hr) Area averaged Pervious ratio (Ap) = 0.3720 { rri +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 136.100 r * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 �i Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 .� Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 w+ Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In /Hr) �* Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1254.000(Ft.) Bottom (of initial area) elevation = 1242.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01600 s( %)= 1.60 TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 9.819 min. Rainfall intensity = 4.503(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.884 Subarea runoff = 15.131(CFS) Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 136.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.800(Ac.) 5 jI J t �I Runoff from this stream Time of concentration = Rainfall intensity = Area averaged loss rate Area averaged Pervious Summary of stream data: Stream Flow rate No. (CFS) = 15.131(CFS) 9.82 min. 4.503(In /Hr) (Fm) = 0.0785(In /Hr) ratio (Ap) = 0.1000 TC Rainfall Intensity (min) (In /Hr) 1 643.309 23.64 data: 2.658 2 15.131 9.82 286.600 3.800 4.503 Qmax (1) _ 290.400 122.852 Results of confluence: 1.000 * 1.000 * 643.309) + Effective stream area after confluence = 0.583 * 1.000 * 15.131) + = 652.131 Qmax(2) _ 290.40(Ac.) 1.780 * 0.415 * 643.309) + 1.000 * 1.000 * 15.131) + = 490.716 Total of 2 streams to confluence: Flow rates before confluence point: 643.309 15.131 Maximum flow rates at confluence using above data: 652.131 490.716 Area of streams before confluence: 286.600 3.800 Effective area values after confluence: 290.400 122.852 Results of confluence: Total flow rate = 652.131(CFS) Time of concentration = 23.638 min. Effective stream area after confluence = 290.400(Ac.) Study area average Pervious fraction(Ap) = 0.368 Study area average soil loss rate(Fm) = 0.289(In /Hr) Study area total (this main stream) = 290.40(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.100 to Point/Stat 137.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point /station elevation = 1242.00(Ft.) Downstream point /station elevation = 1238.50(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 652.131(CFS) Nearest computed pipe diameter = 72.00(In.) Calculated individual pipe flow = 652.131(CFS) Normal flow depth in pipe = 59.53(In.) Flow top width inside pipe = 54.49(In.) Critical depth could not be calculated. Pipe flow velocity = 26.08(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 23.73 min. _ +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.100 to Point /Station 137.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 290.400(Ac.) Runoff from this stream = 652.131(CFS) Time of concentration = 23.73 min. 76 Rainfall intensity = 2.652(In /Hr) Area averaged loss rate (Fm) = 0.2892(In /Hr) Area averaged Pervious ratio (Ap) = 0.3684 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 137.100 * * ** INITIAL AREA EVALUATION * * ** w APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: + Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1247.000(Ft.) Bottom (of initial area) elevation = 1238.500(Ft.) Difference in elevation = 8.500(Ft.) Slope = 0.01133 s(%)= 1.13 TC = k(0.324) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.212 min. - Rainfall intensity = 4.158(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C 0.866 Subarea runoff = 20.887(CFS) Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.157(In /Hr) r D +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 137.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.800(Ac.) Runoff from this stream = 20.887(CFS) Time of concentration = 11.21 min. Rainfall intensity = 4.158(In /Hr) Area averaged loss rate (Fm) = 0.1570(In /Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In /Hr) 1 652.131 23.73 2.652 2 20.887 11.21 4.158 Qmax (1) _ 1.000 * 1.000 * 652.131) + 0.623 * 1.000 * 20.887) + = 665.152 Qmax(2) _ 1.638 * 0.472 * 652.131) + 1.000 * 1.000 * 20.887) + = 525.451 Total of 2 streams to confluence: Flow rates before confluence point: 652.131 20.887 Maximum flow rates at confluence using above data: 665.152 525.451 '7 / Area of streams before confluence: 290.400 5.800 Effective area values after confluence: 296.200 142.990 Results of confluence: Total flow rate = 665.152(CFS) Time of concentration = 23.734 min. Effective stream area after confluence = 296.200(Ac.) Study area average Pervious fraction(Ap) = 0.365 Study area average soil loss rate(Fm) = 0.287(In /Hr) Study area total (this main stream) = 296.20(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.100 to Point /Station 139.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1238.50(Ft.) Downstream point /station elevation = 1230.60(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 665.152(CFS) Nearest computed pipe diameter = 81.00(In.) Calculated individual pipe flow = 665.152(CFS) Normal flow depth in pipe = 70.69(In.) Flow top width inside pipe = 54.00(In.) Critical Depth = 76.38(In.) Pipe flow velocity = 20.08(Ft /s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 24.28 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.100 to Point /Station 139.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 296.200(Ac.) Runoff from this stream = 665.152(CFS) Time of concentration = 24.28 min. Rainfall intensity = 2.616(In /Hr) Area averaged loss rate (Fm) = 0.2867(In /Hr) Area averaged Pervious ratio (Ap) = 0.3651 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 138.000 to Point /Station 138.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1242.000(Ft.) Bottom (of initial area) elevation = 1232.200(Ft.) Difference in elevation = 9.800(Ft.) Slope = 0.01307 s( %)= 1.31 TC = k(0.324) *[(length ^3) /(elevation change)] "0.2 Initial area time of concentration = 10.898 min. Rainfall intensity = 4.230(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.867 Subarea runoff = 21.261(CFS) Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 138.100 to Point /Station 139.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1232.200(Ft.) End of street segment elevation = 1230.600(Ft.) Length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.958(CFS) Depth of flow = 0.763(Ft.) Average velocity = 3.380(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.84(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 27.670(Ft.) Flow velocity = 3.38(Ft /s) Travel time = 1.48 min. TC = 12.38 min. Adding area flow to street APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Rainfall intensity = 3.919(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.864 Subarea runoff = 12.596(CFS) for 4.200(Ac.) Total runoff = 33.857(CFS) Total area = 10.00(Ac.) Area averaged Fm value = 0.157(In /Hr) Street flow at end of street = 33.857(CFS) Half street flow at end of street = 33.857(CFS) Depth of flow = 0.799(Ft.) Average velocity = 3.458(Ft/s) • Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.62(Ft.) Flow width (from curb towards crown)= 29.455(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 139.100 * * ** SUBAREA FLOW ADDITION * * ** 99 { APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.157(In /Hr) Time of concentration = 12.38 min. Rainfall intensity = 3.919(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.864 Subarea runoff = 6.094(CFS) for 1.800(Ac.) Total runoff = 39.951(CFS) Total area = 11.80(Ac.) Area averaged Fm value = 0.157(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 139.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.800(Ac.) Runoff from this stream = 39.951(CFS) Time of concentration = 12.38 min. Rainfall intensity = 3.919(In /Hr) Area averaged loss rate (Fm) = 0.1570(In /Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 665.152 24.28 2.616 2 39.951 12.38 3.919 Qmax (1) = 1.000 * 1.000 * 665.152) + 0.654 * 1.000 * 39.951) + = 691.262 Qmax(2) = 1.560 * 0.510 * 665.152) + 1.000 * 1.000 * 39.951) + = 568.737 Total of 2 streams to confluence: Flow rates before confluence point: 665.152 39.951 Maximum flow rates at confluence using above data: 691.262 568.737 Area of streams before confluence: 296.200 11.800 Effective area values after confluence: 308.000 162.781 Results of confluence: Total flow rate = 691.262(CFS) Time of concentration = 24.282 min. Effective stream area after confluence = 308.000(Ac.) Study area average Pervious fraction(Ap) = 0.359 Study area average soil loss rate(Fm) = 0.282(In /Hr) Study area total (this main stream) = 308.00(Ac.) End of computations, total study area = 308.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area //O effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.359 Area averaged SCS curve number = 32.0 E r 4" rri F E Oft VI HYDROLOGY STUDY --------------- WITHOUT OVERFLOW FROM BASELINE AVENUE ------------------------------------- Q 25 YEAR ----------- TO BE USED FOR CATCH BASINS DESIGN ,w k" k San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) Civi1CADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 3/19/91 ------------------------------------------------------------------ - - - - -- Q 25 YEAR IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO DATA TO BE USED IN RAT252 FILE NAME RAT251 J.N. 90065 HYDROLOGY ANALYSIS FOR CITRUS AVE STORM DRAIN * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Nl , J K 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 100.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1396.700(Ft.) Bottom (of initial area) elevation = 1387.000(Ft.) Difference in elevation = 9.700(Ft.) Slope = 0.00970 s( %)= 0.97 TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 12.176 min. Rainfall intensity = 3.158(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.872 Subarea runoff = 13.771(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.100 to Point /Station 101.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1387.000(Ft.) End of street segment elevation = 1381.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 /v3 Rational hydrology study storm event year is 25.0 on 10 Year storm 1 hour rainfall = 1.010(In.) 100 Year storm 1 hour rainfall = 1.520(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall p = 1.213(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 Nl , J K 0 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.000 to Point /Station 100.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1396.700(Ft.) Bottom (of initial area) elevation = 1387.000(Ft.) Difference in elevation = 9.700(Ft.) Slope = 0.00970 s( %)= 0.97 TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 12.176 min. Rainfall intensity = 3.158(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.872 Subarea runoff = 13.771(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 100.100 to Point /Station 101.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1387.000(Ft.) End of street segment elevation = 1381.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 /v3 J r i� .A -0 0 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.561(Ft.) Average velocity = 5.504(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.537(Ft.) Flow velocity = 5.50(Ft /s) Travel time = 1.00 min. TC = 13.18 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 20.657(CFS) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 3.012(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.812 Subarea runoff = 10.698(CFS) for 5.000(Ac.) Total runoff = 24.469(CFS) Total area = 10.00(Ac.) Area averaged Fm value = 0.293(In /Hr) Street flow at end of street = 24.469(CFS) Half street flow at end of street = 24.469(CFS) Depth of flow = 0.592(Ft.) Average velocity = 5.663(Ft/s) Flow width (from curb towards crown)= 19.087(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 101.100 to Point /Station 102.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1381.500(Ft.) End of street segment elevation = 1378.500(Ft.) Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.139(CFS) Depth of flow = 0.629(Ft.) Average velocity = 5.553(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.953(Ft.) Flow velocity = 5.55(Ft /s) Travel time = 0.60 min. TC = 13.78 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489 (In /Hr) Rainfall intensity = 2.933(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.796 Subarea runoff = 5.883(CFS) for 3.000(Ac.) Total runoff = 30.352(CFS) Total area = 13.00(Ac.) Area averaged Fm value = 0.338(In /Hr) Street flow at end of street = 30.352(CFS) Half street flow at end of street = 30.352(CFS) Depth of flow = 0.644(Ft.) Average velocity = 5.626(Ft/s) Flow width (from curb towards crown)= 21.719(Ft.) +++++++++++++++++++++++++++++++++++++++ 1 F 1-- + + + + + + + + + + +.. Process from Point /Station 102.100 to Point /Station 103.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** �* Top of street segment elevation = 1378.500(Ft.) End of street segment elevation = 1370.500(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 'Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 42.726(CFS) Depth of flow = 0.678(Ft.) Average velocity = 6.938(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.57(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 23.404(Ft.) Flow velocity = 6.94(Ft /s) Travel time = 0.84 min. TC = 14.62 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(.Fm)= 0.489(In /Hr) Rainfall intensity = 2.830(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.771 Subarea runoff = 21.138(CFS) for 10.600(Ac.) Total runoff = 51.490(CFS) Total area = 23.60(Ac.) Area averaged Fm value = 0.406(In /Hr) Street flow at end of street = 51.490(CFS) Half street flow at end of street = 51.490(CFS) Depth of flow = 0.728(Ft.) Average velocity = 6.876(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.08(Ft.) Flow width (from curb towards crown)= 25.915(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 103.100 to Point /Station 104.100 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1370.500(Ft.) End of street segment elevation = 1352.000(Ft.) Length of street segment = 960.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) i Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 68.181(CFS) Depth of flow = 0.812(Ft.) Average velocity = 6.632(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.29(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 30.120(Ft.) +e� Flow velocity = 6.63(Ft /s) Travel time = 2.41 min. TC = 17.03 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 iw Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.582(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.747 Subarea runoff = 23.562(CFS) for 15.300(Ac.) Total runoff = 75.052(CFS) Total area = 38.90(Ac.) Area averaged Fm value = 0.439(In /Hr) Street flow at end of street = 75.052(CFS) Half street flow at end of street = 75.052(CFS) Depth of flow = 0.835(Ft.) Average velocity = 6.735(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.41(Ft.) Flow width (from curb towards crown)= 31.239(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.100 to Point /Station 105.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** 0 OR ar Wri rw 0 �111 Top of street segment elevation = - 1352.000(Ft.) End of street segment elevation = 1341.000(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) 75.052(CFS) 9.08(Ft.) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.442(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.). Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.848(Ft.) Average velocity = 6.421(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 31.915(Ft.) Flow velocity = 6.42(Ft /s) Travel time = 1.66 min. TC = 18.69 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 rational method)(Q =KCIA) is C = 0.738 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 75.052(CFS) Total area = 38.90(Ac.) Area averaged Fm value = 0.439(In /Hr) Street flow at end of street = 75.052(CFS) Half street flow at end of street = 75.052(CFS) Depth of flow = 0.848(Ft.) Average velocity = 6.421(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 9.08(Ft.) Flow width (from curb towards crown)= 31.915(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 105.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Time of concentration = 18.69 min. Rainfall intensity = 2.442(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.732 Subarea runoff = 28.841(CFS) for 19.200(Ac.) /a7 Total runoff = 103.892(CFS) Total area = 58.10(Ac.) Area averaged Fm value = 0.455(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.000 to Point /Station 105.100 _. * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 58.100(Ac.) Runoff from this stream = 103.892(CFS) Time of concentration = 18.69 min. Rainfall intensity = 2.442(In /Hr) Area averaged loss rate (Fm) = 0.4552(In /Hr) Area averaged Pervious ratio (Ap) = 0.4656 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.000 to Point /Station 106.100 * * ** INITIAL AREA EVALUATION * * ** on RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 0 " Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) "* Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1391.600(Ft.) Bottom (of initial area) elevation =. 1379.000(Ft.) Difference in elevation = 12.600(Ft.) bw Slope = 0.01260 s( %)= 1.26 TC = k(0.389) *[(.length ^3) /(elevation change)] ^0 in Initial area time of concentration = 14.787 min. Rainfall intensity = 2.811(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.743 Subarea runoff = 9.403(CFS) Total initial stream area = 4.500(Ac.) prj Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 106.100 to Point /Station 104.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1379.000(Ft.) End of street segment elevation = 1352.000(Ft.) Length of street segment = 1400.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 D 0 12.955(CFS) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.410(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified Estimated mean flow rate at midpoint of street = Depth of flow = 0.472(Ft.) Average velocity = 5.405(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.113(Ft.) Flow velocity = 5.40(Ft /s) Travel time = 4.32 min. TC = 19.10 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 *� rational method)(Q =KCIA) is C = 0.717 Subarea runoff = 4.258(CFS) for 3.400(Ac.) Total runoff = 13.661(CFS) Total area = 7.90(Ac.) Area averaged Fm value = 0.489(In /Hr) Street flow at end of street = 13.661(CFS) Half street flow at end of street = 13.661(CFS) Depth of flow = 0.480(Ft.) +w Average velocity = 5.455(Ft/s) Flow width (from curb towards crown)= 13.515(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.100 to Point /Station 105.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** J r 6 Top of street segment elevation = 1352.000(Ft.) End of street segment elevation = 1341.000(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.958(CFS) Depth of flow = 0.504(Ft.) Average velocity = 5.282(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.677(Ft.) Flow velocity = 5.28(Ft /s) Travel time = 2.02 min. TC = 21.12 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.269(In /Hr) for a 25.0 year storm /0 Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.706 Subarea runoff = 1.401(CFS) for 1.500(Ac.) Total runoff = 15.061(CFS) Total area = 9.40(Ac.) Area averaged Fm value = 0.489(In /Hr) Street flow at end of street = 15.061(CFS) " Half street flow at end of street = 15.061(CFS) Depth of flow = 0.505(Ft.) Average velocity = 5.289(Ft/s) Flow width (from curb towards crown)= 14.732(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 104.100 to Point /Station 105.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.400(Ac.) Runoff from this stream = 15.061(CFS) Time of concentration = 21.12 min. �. Rainfall intensity = 2.269(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) NW 1 103.892 18.69 2.442 2 15.061 21.12 2.269 Qmax (1) _ 1.000 * 1.000 * 103.892) + 1.097 * 0.885 * 15.061) + = 118.513 Qmax(2) _ 0.913 * 1.000 * 103.892) + 1.000 * 1.000 * 15.061) + = 109.914 Total of 2 streams to confluence: Flow rates before confluence point: go 103.892 15.061 Maximum flow rates at confluence using above data: 118.513 109.914 Area of streams before confluence: 58.100 9.400 Effective area values after confluence: 66.417 67.500 Results of confluence: Total flow rate = 118.513(CFS) Time of concentration = 18.690 min. Effective stream area after confluence = 66.417(Ac.) Study area average Pervious fraction(Ap) = 0.470 Study area average soil loss rate(Fm) = 0.460(In /Hr) Study area total (this main stream) = 67.50(Ac.) ++++++++++++++++++++++++++++++++++++++++ + + + + + +' + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.100 to Point /Station 109.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1341.00(Ft.) Downstream point /station elevation = 1329.70(Ft.) Pipe length = 650.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.513(CFS) & =' Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 118.513(CFS) Normal flow depth in pipe = 30.94(In.) Flow top width inside pipe = 37.00(In.) Critical Depth = 38.87(In.) Pipe flow velocity = 15.59(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 19.39 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.000 to Point /Station 109.100 * * ** SUBAREA FLOW ADDITION * * ** MIR RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Time of concentration = 19.39 min. Rainfall intensity = 2.389(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.847 Subarea runoff = 23.488(CFS) for 15.600(Ac.) Total runoff = . 142.002(CFS) Total area = 82.02(Ac.) Area averaged Fm value = 0.465(In /Hr) X11 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 109.100 to Point /Station 110.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1329.70(Ft.) Downstream point /station elevation = 1313.80(Ft.) Pipe length = 920.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 142.002(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 142.002(CFS) Normal flow depth in pipe = 38.62(In.) Flow top width inside pipe = 22.84(In.) Critical depth could not be calculated. Pipe flow velocity = 15.33(Ft/s) Travel time through pipe = 1.00 min. Time of concentration (TC) = 20.39 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.000 to Point /Station 110.100 * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = SCS curve number for soil(AMC 2) 0.000 = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Time of concentration = 20.39 min. Rainfall intensity = 2.318(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.825 Subarea runoff = 18.793(CFS) for 14.600(Ac.) Total runoff = 160.794(CFS) Total area = 96.62(Ac.) Area averaged Fm value = 0.469(In /Hr) ' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 111.100 ' * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1313.80(Ft.) Downstream point /station elevation = 1307.70(Ft.) ' Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 160.794(CFS) Nearest computed pipe diameter = 48.00(In.) ' Calculated individual pipe flow = 160.794(CFS) Normal flow depth in pipe = 36.56(In.) Flow top width inside pipe 40.90(In.) Critical Depth = 44.06(In.) ' Pipe flow velocity = 15.64(Ft /s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 20.83 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.000 to Point /Station 111.100 t * * ** SUBAREA FLOW ADDITION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 'SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Time of concentration = 20.83 min. Rainfall intensity = 2.288(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.795 Subarea runoff = 52.933(CFS) for 34.300(Ac.) Total runoff = 213.728(CFS) Total area = 130.92(Ac.) Area averaged Fm value = 0.474(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 111.100 to Point /Station 112.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** ' Upstream point/station elevation = 1307.70(Ft.) Downstream point /station elevation = 1297.70(Ft.) Pipe length = 650.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 213.728(CFS) Nearest computed pipe diameter 51.00(In.) Calculated individual pipe flow = 213.728(CFS) Normal flow depth in pipe = 42.84(In.) ' Flow top width inside pipe = 37.39(In.) Critical Depth = 48.33(In.) Pipe flow velocity = 16.81(Ft /s) ' Travel time through pipe = 0.64 min. Time of concentration (TC) = 21.48 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ' Process from Point /Station 112.000 to Point /Station 112.100 * * ** SUBAREA FLOW ADDITION * * ** //Z COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Time of concentration = 21.48 min. Rainfall intensity = 2.247(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.794 Subarea runoff = 35.538(CFS) for 20.900(Ac.) Total runoff = 249.266(CFS) Total area = 151.82(Ac.) Area averaged Fm value = 0.422(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.000 to Point /Station 112.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 151.817(Ac.) Runoff from this stream = 249.266(CFS) Time of concentration = 21.48 min. Rainfall intensity = 2.247(In /Hr) Area averaged loss rate (Fm) = 0.4224(In /Hr) Area averaged Pervious ratio (Ap) = 0.4320 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 105.100 to Point /Station 113.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal•fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1341.000(Ft.) Bottom (of initial area) elevation = 1323.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.01800 s( %)= 1.80 TC = k(0.389) *[(length ^3) /(elevation change)]^0.2 Initial area time of concentration = 13.769 min. Rainfall intensity = 2.934(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.750 Subarea runoff = 5.060(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) +++++++++++++++++++++-+-+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 113.100 to Point /Station 110.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1323.000(Ft.) End of street segment elevation = 1313.800(Ft.) Length of street segment = 570.000(Ft.) Height of curb above gutter flowline = 8.0(In.) ///3 Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.271(CFS) Depth of flow = 0.386(Ft.) Average velocity = 4.319(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.800(Ft.) Flow velocity = 4.32(Ft /s) Travel time = 2.20 min. TC = 15.97 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.684(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.736 Subarea runoff = 1.656(CFS) for 1.100(Ac.) Total runoff = 6.717(CFS) Total area = 3.40(Ac.) Area averaged Fm value = 0.489(In /Hr) Street flow at end of street = 6.717(CFS) Half street flow at end of street = 6.717(CFS) Depth of flow = 0.394(Ft.) Average velocity = 4.397(Ft/s) Flow width (from curb towards crown)= 9.219(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 112.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1313.800(Ft.) End of street segment elevation = 1297.700(Ft.) Length of street segment = 1070.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.890(CFS) Depth of flow = 0.436(Ft.) Average velocity = 4.555(Ft/s) Streetflow hydraulics at midpoint of street travel: k� e M rational method)(Q =KCIA) is C = 0.713 Subarea runoff = 2.679(CFS) for 2.200(Ac.) Total runoff = 9.395(CFS) Total area = 5.60(Ac.) Area averaged Fm value = 0.489(In /Hr) Street flow at end of street = 9.395(CFS) Half street flow at end of street = 9.395(CFS) Depth of flow = 0.444(Ft.) Average velocity = 4.604(Ft /s) Flow width (from curb towards crown)= 11.675(Ft.) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.353(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified Halfstreet flow width = 11.288(Ft.) Flow velocity = 4.55(Ft /s) Travel time = 3.92 min. TC = 19.88 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 110.100 to Point /Station 112.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.600(Ac.) Runoff from this stream = 9.395(CFS)' Time of concentration = 19.88 min. Rainfall intensity = 2.353(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In /Hr) 1 249.266 21.48 2.247 2 9.395 19.88 2.353 Qmax (1) = 1.000 * 1.000 * 249.266) + 0.943 * 1.000 * 9.395) + = 258.125 Qmax(2) = 1.058 * 0.926 * 249.266) + 1.000 * 1.000 * 9.395) + = 253.620 258.125 253.620 Area of streams before confluence: 151.817 5.600 Effective area values after confluence: 157.417 146.151 Total of 2 streams to confluence: Flow rates before confluence point: 249.266 9.395 Maximum flow rates confluence using above data: Results of confluence: Total flow rate = 258.125(CFS) Time of concentration = 21.477 min. Effective stream area after confluence = 157.417(Ac.) Study area average Pervious fraction(Ap) = 0.434 Study area average soil loss rate(Fm) = 0.425(In /Hr) Study area total (this main stream) = 157.42(Ac.) End of computations, total study area = 158.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.435 Area averaged SCS curve number = 32.0 e E ti 0 ►l San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) Civi1CADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 3/19/91 ------------------------------------------------------------------ - - - - -- HYDROLOGY ANALYSIS FOR CITRUS AVE STORM DRAIN Q 25 YEAR IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO DATA TO BE USED IN RAT253 FILE NAME RAT252 J.N. 90065 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** ti �i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.100 to Point /Station 112.100 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4350 Max loss rate(Fm)= 0.425(In /Hr) Rainfall intensity = 2.247(In /Hr) for a 25.0 year storm User specified values are as follows: TC = 21.48 min. Rain intensity = 2.25(In /Hr) Total area = 158.50(Ac.) Total runoff = 258.12(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.100 to Point /Station 125.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1297.70(Ft.) Downstream point /station elevation = 1291.50(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 258.120(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 258.120(CFS) Normal flow depth in pipe = 42.94(In.) Flow top width inside pipe = 43.59(In.) Critical depth could not be calculated. Pipe flow velocity = 19.03(Ft /s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 21.78 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.000 to Point /Station 125.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 //7 Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.010(In.) j 100 Year storm 1 hour rainfall = 1.520(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall p = 1.213(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ti �i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.100 to Point /Station 112.100 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4350 Max loss rate(Fm)= 0.425(In /Hr) Rainfall intensity = 2.247(In /Hr) for a 25.0 year storm User specified values are as follows: TC = 21.48 min. Rain intensity = 2.25(In /Hr) Total area = 158.50(Ac.) Total runoff = 258.12(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 112.100 to Point /Station 125.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1297.70(Ft.) Downstream point /station elevation = 1291.50(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 258.120(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 258.120(CFS) Normal flow depth in pipe = 42.94(In.) Flow top width inside pipe = 43.59(In.) Critical depth could not be calculated. Pipe flow velocity = 19.03(Ft /s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 21.78 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.000 to Point /Station 125.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 //7 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Time of concentration = 21.78 min. Rainfall intensity = 2.228(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.895 Subarea runoff = 8.622(CFS) for 5.000(Ac.) Total runoff = 266.742(CFS) Total area = 163.50(Ac.) Area averaged Fm value = 0.415(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.100 to Point /Station 116.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1291.50(Ft.) Downstream point /station elevation = 1288.50(Ft.) Pipe length = 240.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 266.742(CFS) Nearest computed pipe diameter 57.00(In.) Calculated individual pipe flow 266.742(CFS) Normal flow depth in pipe = 49.88(In.) Flow top width inside pipe = 37.70(In.) Critical Depth = 53.37(In.) Pipe flow velocity = 16.23(Ft/s) Travel time through pipe = 0.25 min. " Time of concentration (TC) = 22.02 min. it +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 125.100 to Point /Station 116.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** go Along Main Stream number: 1 in normal stream number 1 Stream flow area = 163.500(Ac.) Runoff from this stream = 266.742(CFS) .� Time of concentration = 22.02 min. Rainfall intensity = 2.213(In /Hr) 1W Area averaged loss rate (Fm) = 0.4153(In /Hr) Area averaged Pervious ratio (Ap) = 0.4248 sA iW +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 114.000 to Point /Station 114.100 ** * INITIAL AREA EVALUATION * * ** OMMERCIAL subarea type Decimal fraction soil group A = 1.00.0 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1304.500(Ft.) Bottom (of initial area) elevation = 1295.400(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.00910 s( %)= 0.91 TC = k(0.304) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 12.333 min. Rainfall intensity = 3.134(In /Hr) for a 25.0 year storm 0 h �rl 0 Effective runoff coefficient used for area (Q =KCIA) is C = 0.872 Subarea runoff = 15.029(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 114.100 to Point /Station 115.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1295.400(Ft.) End of street segment elevation = 1293.000(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.991(CFS) Depth of flow = 0.525(Ft.) Average velocity = 3.008(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.746(Ft.) Flow velocity = 3.01(Ft /s) Travel time = 2.49 min. TC = 14.83 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.806(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.869 Subarea runoff = 5.446(CFS) for 2.900(Ac.) Total runoff = 20.475(CFS) Total area = 8.40(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 20.475(CFS) Half street flow at end of street = 10.238(CFS) Depth of flow = 0.538(Ft.) Average velocity = 3.046(Ft /s) Flow width (from curb towards crown)= 16.382(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 115.100 to Point /Station 116.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1293.000(Ft.) End of street segment elevation = 1286.400(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) r , MY r r� iw Distance from crown to crossfall grade break = 24.000(Ft.) 33.029(CFS) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.686(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area.(total area with modified Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.652(Ft.) Average velocity = 5.939(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 22.099(Ft.) Flow velocity = 5.94(Ft /s) Travel time = 1.12 min. TC = 15.95 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 rational method)(Q =KCIA) is C = 0.867 Subarea runoff = 23.083(CFS) for 10.300(Ac.) T otal runoff = 43.559(CFS) Total area = Area average �Fm value - = - 0:098 (In /Hr) Street flow at end of street = 43.559(CFS) Half street flow at end of street = 43.559(CFS) Depth of flow = 0.727(Ft.) Average velocity = 5.840(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Flow width (from curb towards crown)= 25.864(Ft.) 18.70(Ac.) � �13 /4W 3.03(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 115.100 to Point /Station 116.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 18.700(Ac.) Runoff from this stream = 43.559(CFS) Time of concentration = 15.95 min. Rainfall intensity = 2.686(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 266.742 22.02 2.213 2 43.559 15.95 2.686 Qmax (1) _ 1.000 * 1.000 * 266.742) + 0.817 * 1.000 * 43.559) + = 302.342 Qmax(2) _ 1.263 * 0.724 * 266.742) + 1.000 * 1.000 * 43.559) + = 287.529 Total of 2 streams to confluence: Flow rates before confluence point: 266.742 43.559 Maximum flow rates at confluence using above data: 302.342 287.529 Area of streams before confluence: 163.500 18.700 Effective area values after confluence: 182.200 137.099 Results of confluence: Total flow rate = 302.342(CFS) Time of concentration = 22.024 min. Effective stream area after confluence = 182.200(Ac.) Study area average Pervious fraction(Ap) = 0.391 Study area average soil loss rate(Fm) = 0.383(In /Hr) 111 Study area total (this main stream) = 182.20(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 126.000 to Point /Station 116.100 * * ** SUBAREA FLOW ADDITION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 j� Decimal fraction soil group D = 0.000 SCS curve number for soi.l(AMC 2) = 32.00 'Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Time of concentration = 22.02 min. Rainfall intensity = 2.213(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified w rational method)(Q =KCIA) is C = 0.881 Subarea runoff = 7.312(CFS) for 5.000(Ac.) Total runoff = 309.654(CFS) Total area = 187.20(Ac.) Area averaged Fm value = 0.375(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 116.100 to Point /Station 118.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1288.50(Ft.) Downstream point /station elevation = 1283.50(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 309.654(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 309.654(CFS) Normal flow depth in pipe = 48.75(In.) Flow top width inside pipe = 32.00(In.) Critical depth could not be calculated. Pipe flow velocity = 20.48(Ft /s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 22.21 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 116.100 to Point /Station 118.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 1-91 M Stream flow area = 187.200(Ac.) Runoff from this stream = 309.654(CFS) Time of concentration = 22.21 min. Rainfall intensity = 2.202(In /Hr) Area averaged loss rate (Fm) = 0.3751(In /Hr) Area averaged Pervious ratio (Ap) = 0.3836 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 117.000 to Point /Station 117.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1294.000(Ft.) Bottom (of initial area) elevation = 1285.300(Ft.) Difference in elevation = 8.700(Ft.) Slope = 0.00870 s(%)= 0.87 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 15.924 min. Rainfall intensity = 2.688(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.736 Subarea runoff = 13.065(CFS) Total initial stream area = 6.600(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 117.100 to Point /Station 118.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** �i A Top of street segment elevation = 1285.300(Ft.) End of street segment elevation = 1283.500(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.566(Ft.) Average velocity = 2.346(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.782(Ft.) Flow velocity = 2.35(Ft /s) Travel time = 4.26 min. TC = 20.19 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) /;z 18.014(CFS) •A t1 Fl rational method)(Q =KCIA) is C = 0.711 Subarea runoff = 6.175(CFS) for 5.000(Ac.) T otal runoff = 19.240(CFS) Total area = 11.60(Ac.) Area average Fm value = - U.489(In /Hr) Street flow at end of street = 19.240(CFS) Half street flow at end of street = 9.620(CFS) Q� GIB N °l3 Depth of flow = 0.577(Ft.) Average velocity = 2.378(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.332(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area.(total area with modified +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 117.100 to Point /Station 118.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.600(Ac.) Runoff from this stream = 19.240(CFS) Time of concentration = 20.19 min. Rainfall intensity = 2.332(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 309.654 22.21 2.202 2 19.240 20.19 2.332 Qmax (1) _ 1.000 * 1.000 * 309.654) + 0.929 * 1.000 * 19.240) + = 327.537 Qmax(2) _ 1.071 * 0.909 * 309.654) + 1.000 * 1.000 * 19.240) + = 320.688 Total of 2 streams to confluence: Flow rates before confluence point: 309.654 19.240 Maximum flow rates at confluence using above data: 327.537 320.688 Area of streams before confluence: 187.200 11.600 Effective area values after confluence: 198.800 181.732 Results of confluence: Total flow rate = 327.537(CFS) Time of concentration = 22.212 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) _ Study area total (this main stream) _ 198.800(Ac.) 0.390 0.382(In /Hr) 198.80(Ac.) �i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 118.100 to Point /Station 120.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1283.50(Ft.) Downstream point /station elevation = 1276.50(Ft.) Pipe length = 346.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 327.537(CFS) Nearest computed pipe diameter = 57.00(In.) Calculated individual pipe flow = 327.537(CFS) Normal flow depth in pipe = 47.44(In.) Flow top width inside pipe = 42.60(In.) Critical depth could not be calculated. Pipe flow velocity = 20.77(Ft /s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 22.49 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 118.100 to Point /Station 120.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 198.800(Ac.) Runoff from this stream = 327.537(CFS) Time of concentration = 22.49 min. Rainfall intensity = 2.185(In /Hr) Area averaged loss rate (Fm) = 0.3818(In /Hr) Area averaged Pervious ratio (Ap) = 0.3904 im +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ j-1 Process from Point /Station 119.000 to Point /Station 119.100 * * ** INITIAL AREA EVALUATION * * ** �* RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 irr SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) �.. Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s( %)= 0.70 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 16.631 min. Rainfall intensity = 2.619(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.732 Subarea runoff = 9.587(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 119.100 to Point /Station 120.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1280.000(Ft.) End of street segment elevation = 1276.500(Ft.) im / y 0 0 M F F Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) rational method)(Q =KCIA) is C = 0.712 Subarea runoff = 7.123(CFS) for 5.000(Ac.) T otal runoff = 16.710(CFS Total area = 10.00(Ac.) Area average m value = 0.489(In /Hr) Street flow at end of street = 16.710(CFS) Half street flow at end of street = 8.355(CFS) Depth of flow = 0.497(Ft.) Average velocity = 3.056(Ft /s) 14.380(CFS) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.346(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.474(Ft.) Average velocity = 2.977(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.181(Ft.) Flow velocity = 2.98(Ft /s) Travel time = 3.36 min. TC = 19.99 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Flow width (from curb towards crown)= 14.342(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 119.100 to Point /Station 120.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.000(Ac.) Runoff from this stream = 16.710(CFS) Time of concentration = 19.99 min. Rainfall intensity = 2.346(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 327.537 22.49 2 16.710 19.99 Qmax(1) _ 1.000 * 1.000 * 0.914 * 1.000 * Rainfall Intensity (In /Hr) 2.185 2.346 327.537) + 16.710) + = 342.806 /6S Qmax(2) Yr F] F. P1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.100 to Point /Station 121.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1276.50(Ft.) Downstream point /station elevation = 1270.50(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 342.806(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 342.806(CFS) Normal flow depth in pipe = 56.28(In.) Flow top width inside pipe = 28.94(In.) Critical depth could not be calculated. Pipe flow velocity = 17.94(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 22.86 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.100 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 208.800(Ac.) Runoff from this stream = 342.806(CFS) Time of concentration = 22.86 min. Rainfall intensity = 2.164(In /Hr) Area averaged loss rate (Fm) = 0.3869(In /Hr) Area averaged Pervious ratio (Ap) = 0.3957 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 121.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) 1.089 * 0.889 * 327.537) + 1.000 * 1.000 * 16.710) + = 333.685 Total of 2 streams to confluence: Flow rates before confluence point: *� 327.537 16.710 Maximum flow rates at confluence using above data: 342.806 . 333.685 Area of streams before confluence: 198.800 10.000 Effective area values after confluence: 208.800 186.710 Results of confluence: Total flow rate = 342.806(CFS) Time of concentration = 22.489 min. Effective stream area after confluence = 208.800(Ac.) Study area average Pervious fraction(Ap) = 0.396 Study area average soil loss rate(Fm) = 0.387(In /Hr) Study area total (this main stream) = 208.80(Ac.) Yr F] F. P1 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.100 to Point /Station 121.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1276.50(Ft.) Downstream point /station elevation = 1270.50(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 342.806(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 342.806(CFS) Normal flow depth in pipe = 56.28(In.) Flow top width inside pipe = 28.94(In.) Critical depth could not be calculated. Pipe flow velocity = 17.94(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 22.86 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 120.100 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 208.800(Ac.) Runoff from this stream = 342.806(CFS) Time of concentration = 22.86 min. Rainfall intensity = 2.164(In /Hr) Area averaged loss rate (Fm) = 0.3869(In /Hr) Area averaged Pervious ratio (Ap) = 0.3957 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 121.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1277.000(Ft.) Bottom (of initial area) elevation = 1270.500(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s(o)= 0.65 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 16.880 min. Rainfall intensity = 2.596(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.731 Subarea runoff = ll.568(CFS Total initial stream area = 6.100(Ac.) o Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.000 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.100(Ac.) Runoff from this stream = 11.568(CFS) Time of concentration = 16.88 min. Rainfall intensity = 2.596(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 342.806 22.86 2.164 2 11.568 16.88 2.596 �* Qmax(1) _ 1.000 * 1.000 * 342.806) + 0.795 * 1.000 * 11.568) + = 352.003 Qmax(2) _ 1.243 * 0.738 * 342.806) + 1.000 * 1.000 * 11.568) + = 326.207 Total of 2 streams to confluence: Flow rates before confluence point: 342.806 11.568 Maximum flow rates at confluence using above data: 352.003 326.207 Area of streams before confluence: 208.800 6.100 Effective area values after confluence: 214.900 160.272 Results of confluence: Total flow rate = 352.003(CFS) Time of concentration = 22.861 min. Effective stream area after confluence = 214.900(Ac.) Study area average Pervious fraction(Ap) = 0.399 Study area average soil loss rate(Fm) = 0.390(In /Hr) Study area total (this main stream) = 214.90(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.100 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** r /.7 7 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 214.900(Ac.) Runoff from this stream = 352.003(CFS) Time of concentration = 22.86 min. Rainfall intensity = 2.164(In /Hr) Area averaged loss rate (Fm) = 0.3898(In /Hr) s, Area averaged Pervious ratio (Ap) = 0.3986 ++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 127.000 to Point /Station 121.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1280.000(Ft.) Bottom (of initial area) elevation = 1270.500(Ft.) Difference in elevation = 9.500(Ft.) Slope = 0.00950 s( %)= 0.95 TC = k(0.389) *[(length ^3) /(elevation change)] ^0:2 Initial area time of concentration = 15.646 min. Rainfall intensity = 2.717(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.738 Subarea runoff = 7. 219 CFS Zo a initial stream area = 3.600(Ac.) C O��O Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 127.000 to Point /Station 121.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.600(Ac.) Runoff from this stream = 7.219(CFS) Time of concentration = 15.65 min. Rainfall intensity = 2.717(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) *A! 1 352.003 22.86 2.164 2 7.219 15.65 2.717 Qmax(1) _ 1.000 * 1.000 * 352.003) � , + 0.752 * 1.000 * 7.219) + = 357.431 Qmax(2) _ 1.312 * 0.684 * 352.003) + 1.000 * 1.000 * 7.219) + = 323.204 Total of 2 streams to confluence: Flow rates before confluence point: hl/ F] M an w stir rr 352.003 7.219 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Maximum flow rates at confluence using above data: 357.431 323.204 Area of streams before confluence: * * ** 214.900 3.600 RESIDENTIAL(5 - 7 dwl /acre) Effective area values after confluence: 218.500 150.679 = 1.000 Results of confluence: Decimal fraction soil group B Total flow rate = 357.431(CFS) Time of concentration = 22.861 min. = 0.000 Effective stream area after confluence = 218.500(Ac.) Study area average Pervious fraction(Ap) = 0.400 Study area average soil loss rate(Fm) = 0.391(In /Hr) Study area total (this main stream) = 218.50(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 121.100 to Point /Station 123.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1270.50(Ft.) Downstream point /station elevation = 1266.70(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 357.431(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 357.431(CFS) Normal flow depth in pipe = 48.94(In.) Flow top width inside pipe = 46.53(In.) Critical depth could not be calculated. Pipe flow velocity = 20.84(Ft /s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 23.02 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ �+ Process from Point /Station 121.100 to Point /Station 123.100 do * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 218.500(Ac.) Runoff from this stream = 357.431(CFS) Time of concentration = 23.02 min. Rainfall intensity = 2.155(In /Hr) Area averaged loss rate (Fm) = 0.3914(In /Hr) Area averaged Pervious ratio (Ap) = 0.4003 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.000 to Point /Station 122.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC Pervious ratio(Ap) = 0.5000 2) = 32.00 Max loss rate(Fm)= 0.489(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1276.000(Ft.) Bottom (of initial area) elevation = 1268.300(Ft.) Difference in elevation = 7.700(Ft.) Slope = 0.00770 s( %)= 0.77 TC = k(0.389) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 16.317 min. Rainfall intensity = 2.649(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.734 Subarea runoff = 13.222(CFS) Total initial stream area = 6.800(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) +++++++++++++++.++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.100 to Point /Station 123.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** on Top of street segment elevation = 1268.300(Ft.) End of street segment elevation = 1266.700(Ft.) Length of street segment = 250.000(Ft.) !� Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 iiYrl Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.111(CFS) 'Depth of flow = 0.493(Ft.) Average velocity = 3.188(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.163(Ft.) Flow velocity = 3.19(Ft /s) Travel time = 1.31 min. TC = 17.62 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Rainfall intensity = 2.530(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.726 Subarea runoff = 6.614(CFS) for 4.000(Ac.) Total runoff = 19.836(CFS) Total area = 10.80(Ac.) Area averaged Fm value = 0.489(In /Hr) Street flow at end of street = 19.836(CFS) Half street flow at end of street = 9.918(CFS) Depth of flow = 0.517(Ft.) Average velocity = 3.269(Ft/s) Flow width (from curb towards crown)= 15.352(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 122.100 to Point /Station 123.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.800(Ac.) r /� D Runoff from this stream = 19.836(CFS) Time of concentration = 17.62 min. Rainfall intensity = 2.530(In /Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 128.000 to Point /Station 123.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group frac g p C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1280.000(Ft.) Bottom (of initial area) elevation = 1266.700(Ft.) Difference in elevation = 13.300(Ft.) Slope = 0.01330 s( %)= 1.33 TC = k(0.389) *[(length ^3) /(elevation change)]A0.2 Initial area time of concentration = 14.628 min. Rainfall intensity = 2.829(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area ( =KCIA) is C = 0.744 Subarea runoff = 17.901 CFS) To -...a ins. is s ream = 8.500(Ac.) Pervious area fraction = 0.500 C/3 N° Initial area Fm value = 0.489(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 128.000 to Point /Station 123.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Alon g Main Stream number: 1 in normal stream number 3 Stream flow area = 8.500(Ac.) Runoff from this stream = 17.901(CFS) Time of concentration = 14.63 min. Rainfall intensity = 2.829(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 357.431 23.02 2.155 2 19.836 17.62 2.530 3 17.901 14.63 2.829 Qmax(1) = 1.000 * 1.000 * 357.431) + 0.816 * 1.000 * 19.836) + 0.712 * 1.000 * 17.901) + = 386.372 Qmax(2) = 1.212 * 0.766 * 357.431) + 1.000 * 1.000 * 19.836) + 0.872 * 1.000 * 17.901) + = 367.216 Qmax(3) = 1.382 * 0.635 * 357.431) + /,/ 1.147 * 0.830 * 19.836) + 1.000 * 1.000 * 17.901) + = 350.679 Total of 3 streams to confluence: Flow rates before confluence point: 357.431 19.836 17.901 Maximum flow rates at confluence using above data: 386.372 367.216 350.679 Area of streams before confluence: 218.500 10.800 8.500 Effective area values after confluence: 237.800 186.580 156.303 Results of confluence: Total flow rate = 386.372(CFS) Time of concentration = 23.021 min. Effective stream area after confluence = 237.800(Ac.) Study area average Pervious fraction(Ap) g ( P) = 0.408 Study area average soil loss rate(Fm) = 0.399(In /Hr) Study area total (this main stream) = 237.80(Ac.) End of computations, total study area = 237.80 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.408 Area averaged SCS curve number = 32.0 /31 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CivilCADD /Civi1DESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 3/19/91 HYDROLOGY ANALYSIS FOR CITRUS AVE STORM DRAIN Q 25 YEAR IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO 1 FILE NAME RAT253 J.N. 90065 * * * * * * * ** Hydrology Study Control Information * * * * * * * * ** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 1.010(In.) 100 Year storm 1 hour rainfall = 1.520(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall p = 1.213(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 123.100 * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.4080 Max loss rate(Fm)= 0.399(In /Hr) Rainfall intensity = 2.155(In /Hr) for a 25.0 year storm User specified values are as follows: TC = 23.02 min. Rain intensity = 2.16(In /Hr) Total area = 237.80(Ac.) Total runoff = 386.37(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 130.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1266.70(Ft.) Downstream point /station elevation = 1254.90(Ft.) Pipe length = 820.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 386.370(CFS) Nearest computed pipe diameter = 66.00(In.) Calculated individual pipe flow = 386.370(CFS) Normal flow depth in pipe = 51.84(In.) Flow top width inside pipe = 54.18(In.) Critical Depth = 61.82(In.) Pipe flow velocity = 19.31(Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 23.73 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 123.100 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 237.800(Ac.) Runoff from this stream = 386.370(CFS) Time of concentration = 23.73 min. Rainfall intensity = 2.116(In /Hr) Area averaged loss rate (Fm) = 0.3989(In /Hr) Area averaged Pervious ratio (Ap) = 0.4080 +++++++++++++++++++++++++++++++ + + + + + + + + + + +.... + + + + + + + + + + + +.... ....... Process from Point /Station 131.000 to Point /Station 130.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) j Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) in Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 1266.000(Ft.) Bottom (of initial area) elevation = 1254.900(Ft.) Difference in elevation = 11.100(Ft.) Slope = 0.01233 s( %)= 1.23 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 14.237 min. Rainfall intensity = 2.875(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.747 Su barea runoff = 9.450(CF � Tot initial stream area = 4.400(Ac. � C,g N, 0 S Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) ij +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 131.000 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** fill Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.400(Ac.) Runoff from this stream = 9.450(CFS) Time of concentration = 14.24 min. Rainfall intensity = 2.875(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 130.100 * * ** INITIAL AREA EVALUATION * * ** RESIDENTIAL(5 - 7 dwl /acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In /Hr) Initial subarea data: Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 1266.000(Ft.) Bottom (of initial area) elevation = 1254.900(Ft.) Difference in elevation = 11.100(Ft.) Slope = 0.01354 s( %)= 1.35 TC = k(0.389) *[(length ^3) /(elevation change)] ^0.2 ��r Initial area time of concentration = 13.464 min. Rainfall irunofftcoefficient9usednfor )area (Q= KCIA)Ois year = storm Effective 0.752 run Subare runoff = 5.590(CFS) Total ini is s ream area = 2 .500 (Ac. ) W--- G',g AJ7 Pervious area fraction = 0.500 Initial area Fm value = 0.489(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.500(Ac.) Runoff from this stream = 5.590(CFS) Time of concentration = 13.46 min. Rainfall intensity = 2.973(In /Hr) Area averaged loss rate (Fm) = 0.4889(In /Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 386.370 23.73 2.116 2 9.450 14.24 2.875 q 3 5.590 13.46 2.973 Qmax (1) _ + 1.000 * 1.000 * 386.370) 0.682 * 1.000 * 9.450) + 0.655 * 1.000 * 5.590) + = 396.476 Qmax(2) _ 1.442 * 0.600 * 386.370) + 1.000 * 1.000 * 9.450) * 5.590) + + = 349.105 0.961 * 1.000 Qmax(3) _ 1.499 * 0.567 * 386.370) + +� 1.041 * 0.946 * 9.450) + 1.000 * 1.000 * 5.590) + = 343.529 Total of 3 streams to confluence: Flow rates before confluence point: 386.370 9.450 5.590 Maximum flow rates at confluence using above data: 396.476 349.105 343.529 Area of streams before confluence: 237.800 4.400 2.500 Effective area values after confluence: 244.700 149.587 141.597 Results of confluence: Total flow rate = 396.476(CFS) Time of concentration = 23.728 min. Effective stream area after confluence = 244.700(Ac.) Pervious fraction(Ap) = 0.411 Study area average soil loss rate(Fm) = 0.401(In /Hr) Study area average Study area total (this main stream) = 244.70(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 98.000 STREAMS * * ** to Point /Station 130.100 * * ** CONFLUENCE OF MINOR Along Main Stream number: 1 in normal stream number 1 Stream flow area = 244.700(Ac.) Runoff from this stream = 396.476(CFS) Time of concentration = 23.73 min. Ad Rainfall intensity = 2.116(In /Hr) Area averaged loss rate (Fm) = 0.4015(In /Hr) Area averaged Pervious ratio (Ap) = 0.4106 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 129.000 to Point /Station 129.100 * * ** INITIAL AREA EVALUATION * * ** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1269.000(Ft.) Bottom (of initial area) elevation = 1256.700(Ft.) Difference in elevation = 12.300(Ft.) Slope = 0.01230 s( %)= 1.23 TC = k(0.304) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.612 min. Rainfall intensity = 3.249(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.873 Subarea runoff = 28.364(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 129.100 to Point /Station 130.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** r Top of street segment elevation = 1256.700(Ft.) End of street segment elevation = 1254.900(Ft.) .• Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0.150 Estimated mean flow rate at midpoint of street— 39.284(CFS) Depth of flow = 0.898(Ft.) Average velocity = 2.848(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 11.57(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.000(Ft.) i _ti w y R 0 L-j E ��l 0 7 rational method)(Q =KCIA) is C = 0.868 Subarea runoff = 14.252(CFS) for 7.700(Ac.) T otal runoff = 42.617(CFS Total area = 17.70(Ac.) Area averaged Fm value = 0.098(In /Hr) Street flow at end of street = 42.617(CFS) Half street flow at end of street = 42.617(CFS) Depth of flow = 0.916(Ft.) Average velocity = 2.920(Ft /s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 12.48(Ft.) Flow velocity = 2.85(Ft /s) Travel time = 3.51 min. TC = 15.12 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Rainfall intensity = 2.773(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (total area with modified Flow width (from curb towards crown)= 32.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from'Point /Station 129.100 to Point /Station 130.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.700(Ac.) Runoff from this stream = 42.617(CFS) Time of concentration = 15.12 min. Rainfall intensity = 2.773(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In /Hr) 1 396.476 23.73 2.116 2 42.617 15.12 2.773 Qmax (1) _ 1.000 * 1.000 * 396.476) + 0.755 * 1.000 * 42.617) + = 428.631 Qmax(2) _ 1.383 * 0.637 * 396.476) + 1.000 * 1.000 * 42.617) + = 392.081 Total of 2 streams to confluence: Flow rates before confluence point: 396.476 42.617 Maximum flow rates at confluence using above data:- 428.631 392.081 Area of streams before confluence: 244.700 17.700 Effective area values after confluence: 262.400 173.659 Results of confluence: Total flow rate = 428.631(CFS) Time of concentration = 23.728 min. E d F Effective stream area after confluence = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) _ Study area total (this main stream) _ 262.400(Ac.) 0.390 0.381(In /Hr) 262.40(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point /Station 133.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1254.90(Ft.) Downstream point /station elevation = 1247.30(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 428.631(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 428.631(CFS) Normal flow depth in pipe = 49.88(In.) Flow top width inside pipe = 51.17(In.) Critical depth could not be calculated. Pipe flow velocity = 23.34(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 23.97 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 130.100 to Point /Station 133.100 go * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 262.400(Ac.) Runoff from this stream = 428.631(CFS) Time of concentration = 23.97 min. Rainfall intensity = 2.103(In /Hr) tai Area averaged loss rate (Fm) = 0.3810(In /Hr) Area averaged Pervious ratio (Ap) = 0.3896 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.000 to Point /Station 132.100 * * ** INITIAL AREA EVALUATION * * ** 0 �kl APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1260.000(Ft.) Bottom (of initial area) elevation = 1251.100(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.00890 s( %)= 0.89 TC = k(0.324) *[(length ^3) /(elevation change) ] ^0.2 Initial area time of concentration = 13.203 min. Rainfall intensity = 3.008(In /Hr) for a - 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.841 Subarea runoff = 18.480(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.200 Initial area Fm'value = 0.196(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.100 to Point /Station 133.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1251.100(Ft.) End of street segment elevation = 1247.300(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint.of street = 24.556(CFS) Depth of flow = 0.547(Ft.) i Average velocity = 3.497(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.833(Ft.) Flow velocity = 3.50(Ft /s) Travel time = 2.62 min. TC = 15.82 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) ** Rainfall intensity = 2.699(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.848 .. Subarea runoff = 9.200(CFS) for 4.800(Ac.) Total runoff = 27 681( Total area = 12.10(Ac.) iw Area averaged Fm value = 0.157(In /Hr) Street flow at end of street = 27. 681 (CFS) �� '�J �V° 4 Half street flow at end of street = 13.840(CFS) Depth of flow = 0.568(Ft.) Average velocity = 3.568(Ft/s) Flow width (from curb towards crown)= 17.894(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 132.100 to Point /Station 133.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.100(Ac.) Runoff from this stream = 27.681(CFS) Time of concentration = 15.82 min. Rainfall intensity = 2.699(In /Hr) Area averaged loss rate (Fm) = 0.1568(In /Hr) Area averaged Pervious ratio (Ap) = 0.1603 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) /7-x.7 1 428.631 23.97 2.103 2 27.681 15.82 2.699 Qmax (1) = 1.000 * 1.000 * 428.631) + 0.766 * 1.000 * 27.681) + = 449.830 Qmax(2) _ 1.346 * 0.660 * 428.631) + 1.000 * 1.000 * 27.681) + = 408.420 Total of 2 streams to confluence: Flow rates before confluence point: 428.631 27.681 Maximum flow rates at confluence using above data: 449.830 408.420 di Area of streams before confluence: 262.400 12.100 an Effective area values after confluence: 274.500 185.323 dw Results of confluence: Total flow rate = 449.830(CFS) an Time of concentration = 23.971 min. r , Effective stream area after confluence = 274.500(Ac.) Study area average Pervious fraction(Ap) = 0.380 Study area average soil loss rate(Fm) = 0.371(In /Hr) Study area total (this main stream) = 2 ** ++++++++++++++++++++++++++++++++++++++++++ -F- + + + + + + + +-.... + + + + +-+ + + + + + + ++ Process from Point /Station 133.100 to Point /Station 135.100 ow * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** 'i Upstrem point /station elevation = 1247.30(Ft.) a di Downstream point /station elevation = 1243.50(Ft.) Pipe length = 325.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 449.830(CFS) Nearest computed pipe diameter 72.00(In.) Calculated individual pipe flow 449.830(CFS) Normal flow depth in pipe = 57.94(In.) Flow top width inside pipe = 57.09(In.) Critical Depth = 66.37(In.) Pipe flow velocity = 18.46(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 24.26 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 133.100 to Point /Station 135.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 274.500(Ac.) Runoff from this stream = 449.830(CFS) Time of concentration = 24.26 min. Rainfall intensity = 2.088(In /Hr) Area averaged loss rate (Fm) = 0.3711(In /Hr) Area averaged Pervious ratio (Ap) = 0.3795 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.000 to Point /Station 134.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In /Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1255.000(Ft.) Bottom (of initial area) elevation = 1246.700(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.00830 s(o)= 0.83 TC = k(0.324) *[(length ^3) /(elevation change)]-0.2 Initial area time of concentration = 13.388 min. Rainfall intensity = 2.983(In /Hr) for a 25.0 year storm +�+ Effective runoff coefficient used for area (Q =KCIA) is C = 0.841 Subarea runoff = 18.315(CFS) �. Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.196(In /Hr) ,. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.100 to Point /Station 135.100 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1246.700(Ft.) End of street segment elevation = 1243.500(Ft.) ^ Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 di Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street *�* Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 di Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 an Estimated mean flow rate at midpoint of street = 24.337(CFS) Depth of flow = 0.560(Ft.) go Average velocity = 3.251(Ft /s) Streetflow hydraulics at midpoint of street travel: "R Halfstreet flow width = 17.510(Ft.) Ai Flow velocity = 3.25(Ft /s) Travel time = 2.82 min. TC = 16.21 min. , Adding area flow to street APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In /Hr) Rainfall intensity = 2.660(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.834 Subarea runoff = 8.523(CFS) for 4.800(Ac.) T otal runoff 26.838 (CFS) Total area = 12.10(Ac.) Area averaged Fm value = �U.196(In /Hr) Street flow at end of street = 26.838(CFS) G,g,U'3 / p r I" Half street flow at end of street = 13.419(CFS) Depth of flow = 0.577(Ft.) Average velocity = 3.314(Ft/s) Note: depth of flow exceeds top of street crown. �i Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 134.100 to Point /Station 135.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.100(Ac.) .,,. Runoff from this stream = 26.838(CFS) Time of concentration = 16.21 min. Rainfall intensity = 2.660(In /Hr) Area averaged loss rate (Fm) = 0.1956(In /Hr) *� Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC Rainfall Intensity �. No. (CFS) (min) (In /Hr) rr ,., 1 449.830 24.26 2.088 2 26.838 16.21 2.660 Qmax (1) _ 1.000 * 1.000 * 449.830) + 0.768 * 1.000 * 26.838) + = 470.440 Qmax(2) _ 1.333 * 0.668 * 449.830) + 1.000 * 1.000 * 26.838) + = 427.417 Total of 2 streams to confluence: Flow rates before confluence point: 449.830 26.838 Maximum flow rates at confluence using above data: dd 470.440 - 427.417 Area of streams before confluence: 274.500 12.100 mi Effective area values after confluence: 286.600 195.467 •. Results of confluence: Total flow rate = 470.440(CFS) Time of concentration = 24.264 min. Effective stream area after confluence = 286.600(Ac.) "R Study area average Pervious fraction(Ap) = 0.372 Study area average soil loss rate(Fm) = 0.364 (In /Hr) Study area total (this main stream) = 286.60(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.100 to Point/Station 136.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point /station elevation = 1243.50(Ft.) Downstream point /station elevation = 1242.00(Ft.) 4R Pipe length = 120.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 470.440(CFS) Nearest computed pipe diameter = 72.00(In.) Calculated individual pipe flow = 470.440(CFS) Normal flow depth in pipe = 58.59(In.) Flow top width inside pipe = 56.05(In.) Critical Depth = 67.11(In.) Pipe flow velocity = 19.09(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 24.37 min. F +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 135.100 to Point /Station 136.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** w. Along Main Stream number: 1 in normal stream number 1 Stream flow area = 286.600(Ac.) Runoff from this stream = 470.440(CFS) Time of concentration = 24.37 min. +.� Rainfall intensity = 2.083(In /Hr) Area averaged loss rate (Fm) = 0.3637(In /Hr) Area averaged Pervious ratio (Ap) = 0.3720 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 136.100 * * ** INITIAL AREA EVALUATION * * ** +w COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In /Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1254.000(Ft.) Bottom (of initial area) elevation = 1242.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01600 s(%)= 1.60 TC = k(0.304) *[(length ^3) /(elevation change)] ^0:2 Initial area time of concentration = 9.819 min. Rainfall intensity = 3.593(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.876 S ubarea runoff = 11.955(CFS) To a i.ni i.a s ream area = 3 . 800 (Ac. ) Pervious area fraction = 0.100 "v w" Initial area Fm value = 0.098(In /Hr) i +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.000 to Point /Station 136.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: - 1 in normal stream number 2 Stream flow area = 3.800(Ac.) Runoff from this stream = 11.955(CFS) Time of concentration = 9.82 min. Rainfall intensity = 3.593(In /Hr) Area averaged loss rate (Fm) = 0.0978(In /Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 470.440 24.37 2.083 2 11.955 9.82 3.593 „d Qmax (1) _ 1.000 * 1.000 * 470.440) + 0.568 * 1.000 * 11.955) + = 477.229 Qmax(2) _ di 1.879 * 0.403 * 470.440) + 1.000 * 1.000 * 11.955) + = 368.082 Total of 2 streams to confluence: Flow rates before confluence point: .� 470.440 11.955 Maximum flow rates at confluence using above data: .� 477.229 368.082 Area of streams before confluence: .., 286.600 3.800 Effective area values after confluence: 290.400 119.283 Results of confluence: Total flow rate = 477.229(CFS) Time of concentration = 24.369 min. Effective stream area after confluence = 290.400(Ac.) Study area average Pervious fraction(Ap) = 0.368 Study area average soil loss rate(Fm) = 0.360(In /Hr) +r. Study area total (this main stream) = 290.40(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.100 to Point /Station 137.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) 0” * * ** ,w Upstream point /station elevation = 1242.00(Ft.) Downstream point /station elevation = 1238.50(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 477.229(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 477.229(CFS) Normal flow depth in pipe = 55.31(In.) Flow top width inside pipe = 41.24(In.) Critical depth could not be calculated. Pipe flow velocity = 23.69(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 24.47 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 136.100 to Point /Station 137.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 290.400(Ac.) Runoff from this stream = 477.229(CFS) Time of concentration = 24.47 min. Rainfall intensity = 2.077(In /Hr) Area averaged loss rate (Fm) = 0.3602(In /Hr) �! Area averaged Pervious ratio (Ap) = 0.3684 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 137.100 * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 H F e F d w a Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In /Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1247.000(Ft.) Bottom (of initial area) elevation = 1238.500(Ft.) Difference in elevation = 8.500(Ft.) Slope = 0.01133 s(%)= 1.13 TC = k (0.324) *[(length ^3) /(elevation change)] ^0.2 Initial area time of concentration = 11.212 min. Rainfall intensity = 3.318(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.847 S ubarea runoff = 16.301(CF ToHad init stream area = 5.800(Ac.) Pervious area fraction = 0.200 Initial area Fm value = 0.196(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 137.000 to Point /Station 137.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.800(Ac.) Runoff from this stream = 16.301(CFS) Time of concentration = 11.21 min. Rainfall intensity = 3.318(In /Hr) Area averaged loss rate (Fm) = 0.1956(In /Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 477.229 24.47 2.077 2 16.301 11.21 3.318 Qmax(1) _ Study area average soil loss rate(Fm) _ a� 1.000 * 1.000 * 477.229) + 0.603 * 1.000 * 16.301) + = 487.052 Qmax(2) _ 1.723 * 0.458 * 477.229) + 1.000 * 1.000 * 16.301) + = 392.938 Total of 2 streams to confluence: Flow rates before confluence point: 477.229 16.301 Maximum flow rates at confluence using above data: 487.052 392.938 00 296.200(Ac.) 0.365 0.357(In /Hr) 296.20(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Area of streams before confluence: 290.400 5.800 Effective area values after confluence: 296.200 138.841 Results of confluence: Total flow rate = 487.052(CFS) Time of concentration = 24.474 min. Effective stream area after confluence = Study area average Pervious fraction(Ap) Study area average soil loss rate(Fm) _ a� Study area total (this main stream) _ 00 296.200(Ac.) 0.365 0.357(In /Hr) 296.20(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 40 Process from Point /Station 137.100 to Point /Station 139.100 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 1238.50(Ft.) Downstream point /station elevation = 1230.60(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 487.052(CFS) Nearest computed pipe diameter = 72.00(In.) Calculated individual pipe flow = 487.052(CFS) Normal flow depth in pipe = 63.00(In.) Flow top width inside pipe = 47.62(In.) do Critical Depth = 67.67(In.) Pipe flow velocity = 18.56(Ft/s) *�+ Travel time through pipe = 0.59 min. rri Time of concentration (TC) = 25.07 min. 0M + .+.}. ..+.}.+.{. .- F-}--}-.-}--{-+-}-.-}--}--{--}--}-+-+-- f-+++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ rrr Process from Point /Station 137.100 to Point /Station 139.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 296.200(Ac.) Runoff from this stream = 487.052(CFS) Time of concentration = 25.07 min. Rainfall intensity = 2.048(In /Hr) Area averaged loss rate (Fm) = 0.3570(In /Hr) ,., Area averaged Pervious ratio (Ap) = 0.3651 40 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 138.000 to Point /Station 138.100 arf * * ** INITIAL AREA EVALUATION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 .,r Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ., Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In /Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1242.000(Ft.) Bottom (of initial area) elevation = 1232.200(Ft.) Difference in elevation = 9.800(Ft.) Slope = 0.01307 s( %)= 1.31 TC = k(0.324) *[(length ^3) /(elevation change)] ^0;2 Initial area time of concentration = 10.898 min. MR Rainfall intensity = 3.375(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q =KCIA) is C = 0.848 Subarea runoff = 16.599(CFS) Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.200 ar Initial area Fm value = 0.196(In /Hr) I" +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 138.100 to Point /Station 139.100 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 1232.200(Ft.) End of street segment elevation = 1230.600(Ft.) ,,,� Length of street segment = 300.000(Ft.) ,r �r. ..r rn .r+ Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 24.000(Ft.) Slope from gutter to grade break (v /hz) = 0.040 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.320(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.705(Ft.) Average velocity = 3.306(Ft /s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 24.747(Ft.) Flow velocity = 3.31(Ft /s) Travel time = 1.51 min. TC = 12.41 min. Adding area flow to street APARTMENT subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 22.609(CFS) 1.91(Ft.) Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In /Hr) Rainfall intensity = 3.122(In /Hr) for a 25.0 year storm 'Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.844 �i Subarea runoff = 9.741(CFS) for 4.200(Ac.) Total runoff = 26.340(CFS) Total area = 10.00(Ac.) Area averaged Fm value = 0.196(In /Hr) Street flow at end of street = 26.340(CFS) Half street flow at end of street = 26.340(CFS) Depth of flow = 0.742(Ft.) Average velocity = 3.340(Ft /s) ON Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.75(Ft.) ..�, Flow width (from curb towards crown)= 26.584(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ �! Process from Point /Station 140.000 to Point /Station 139.100 * * ** SUBAREA FLOW ADDITION * * ** APARTMENT subarea type Decimal fraction soil group A = 1.000 ++ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 44 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.196(In /Hr) Time of concentration = 12.41 min. Rainfall intensity = 3.122(In /Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q =KCIA) is C = 0.844 Subarea runoff = 4.741(CFS) for 1.800(Ac.) Total runoff = 31.082(CFS) Total area = 11.80(Ac.) Area averaged Fm value = 0.196(In /Hr) �� 7 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 140.000 to Point /Station 139.100 * * ** CONFLUENCE OF MINOR STREAMS * * ** di Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.800(Ac.) Runoff from this stream = 31.082(CFS) Time of concentration = 12.41 min. Rainfall intensity = 3.122(In /Hr) Area averaged loss rate (Fm) = 0.1956(In /Hr) Area averaged Pervious ratio (Ap) = 0.2000 Summary of stream data: 4M Stream Flow rate TC Rainfall Intensity +■+ No. (CFS) (min) (In /Hr) 1 487.052 25.07 2.048 2 31.082 12.41 3.122 Qmax (1) _ 1.000 * 1.000 * 487.052) + 0.633 * 1.000 * 31.082) + = 506.722 Qmax(2) _ ..� 1.636 * 0.495 * 487.052) + 1.000 * 1.000 * 31.082) + = 425.456 do Total of 2 streams to confluence: ^ Flow rates before confluence point: 487.052 31.082 Maximum flow rates at confluence using above data: 506.722 425.456 Area of streams before confluence: 296.200 11.800 Effective area values after confluence: + 308.000 158.441 Results of confluence: Total flow rate = 506.722(CFS) Time of concentration = 25.067 min. Effective stream area after confluence = 308.000(Ac.) irr Study area average Pervious fraction(Ap) = 0.359 Study area average soil loss rate(Fm) = 0.351(In /Hr) Study area total (this main stream) = 308.00(Ac.) End of computations, total study area = 308.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. ' Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.359 Area averaged SCS curve number = 32.0 di F 0 0 E ew ko UNIT HYDROGRAPH AND BASIN ROUTING ANALYSIS ------------------------------------ - - - - -- WITH OVERFLOW FROM BASELINE Im lw Q 100 YEAR, 3 HOUR, 6 HOUR & 24 HOUR ------------------------------ - - - - -- rrr M OR ili ew t 0 0 0 no im m 0 am Ed Job No. q e:2��-5 Date Sierra En ineerin CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS DIVISION OF PROJECT 2000, INC By Sheet of T ST //on� �i /�-� ) J 17, U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CivilCadd /CivilDesign, 1990, Version 2.2 Study date 4/ 3/91 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 ---------------------------7------------------------ UNIT HYDROGRAPH FOR CITRUS AVE STORM DRAIN POINT OF CONCENTRATION @ CITRUS & ARROW Q 100 YEAR , 3 HOUR WITH OVERFLOW FROM BASELINE FILE NAME TON13 -------------------------------------------------------------- - - - - -- Storm Event Year = 100 Antecedent Moisture Condition = 3 ,.� Area averaged rainfall intensity isohyetal data: Sub -Area Duration Intensity (acres) (hours) (inches) Rainfall data for year 100 308.80 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 308.80 6 3.87 -------------------------------------------------------------------- Rainfall data for year 100 308.80 24 9.25 �!! =------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * * * * ** Area - averaged max loss rate, Fm * * * * * * ** SCS curve SCS curve Area Area Fp(Fig c6) Ap Fm No.(AMCII) No.(AMC 3) (Acres) Fraction (In /Hr) (dec.) (in /hr) 32.0 52.0 308.80 1.000 0.785 0.406 0.319 Area - averaged adjusted loss rate Fm (In /Hr)= 0.319 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS cn SCS cn S Pervious (acres) fract (AMC2) (AMC3) yield fr 125.37 0.406 32.0 52.0 9.23 0.356 183.43 0.594 98.0 98.0 0.20 0.960 Area - averaged catchment yield fraction, Y = 0.715 Area - averaged low loss fraction, Yb = 0.285 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ User entry of time of concentration = 0.583 (hours) Watershed area = 308.80 acres Catchment Lag time = 0.466 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 17.8827 Hydrograph baseflow = 0.00 (CFS) Average maximum watershed loss rate(Fm) = 0.319 (In /hr) Peak Unit Adjusted mass rainfall Unit rainfall Number (inches) (inches) 1 0.55 0.55 a 2 0.73 0.18 3 . 0.86 0.13 4 0.97 0.10 *� 5 1.06 0.09 6 1.14 0.08 7 1.21 0.07 1.27 0.07 9 1.34 0.06 10 1.39 0.06 11 1.45 0.05 12 1.50 0.05 13 1.56 0.07 14 1.63 0.06 15 1.69 0.06 di /S2 Average low loss rate fraction (Yb) = 0 0.285 (decimal) Valley Developed S -Graph Selected Computed peak 5- m minute rainfall = 0.563 i inches Computed peak 30- m minute rainfall = 1.152 inches Specified peak 1 1 -hour rainfall = 1.520 inches Computed peak 3 -hour rainfall = 2.696 inches Specified peak 6 6 -hour rainfall = 3.870 inches Specified peak 2 24 -hour rainfall = 9.250 i inches Rainfall depth a area reduction factors: Using a total area of 308.80 a 5- minute factor = 0.986 Adjusted r rainfall = 0.554 i inches .. 5 30- minute factor = 0.986 Adjusted r rainfall = 1.135 i inches 1 -hour factor = = 0.986 Adjusted r rainfall = 1.498 i inches 3 -hour factor = = 0.998 Adjusted r rainfall = 2.691 i inches 6 -hour factor = = 0.999 Adjusted r rainfall = 3.866 i inches 24 -hour factor = = 1.000 Adjusted rainfall 9.246 i inches -------------------------------------------------------------------- "^ U U n i t H y d d r o g r a p h wr + ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval ' 'S' Graph U Unit Hydrograph .� N Number M Mean values ( (CFS) ------------------------------------------------- 1 1 1.044, 3 38.973 2 4 4.025 1 111.356 3 1 10.660 2 247.781 4 2 20.857 3 380.798 5 3 33.055 4 455.540 6 4 47.977 5 557.264 7 6 64.025 5 599.338 8 7 75.476 4 427.635 9 8 83.392 2 295.622 rw 1 10 8 89.255 2 218.981 11 9 92.772 1 131.329 12 9 95.430 9 99.278 13 9 97.085 6 61.807 ,. 1 14 9 98.094 3 37.654 ++� 1 15 98.467 13.956 16 9 98.789 1 12.022 17 9 99.111 1 12.021 18 9 99.433 1 12.017 19 9 99.755 1 12.015 20 1 100.000 9 9.161 ------------ --------------------------------------------------------- dd 16 1.75 0.06 17 1.80 0.06 18 1.86 0.06 19 1.91 0.05 20 1.97 0.05 21 2.02 0.05 41 22 2.07 0.05 23 2.12 0.05 24 2.17 0.05 25 2.22 0.05 26 2.26 0.05 27 2.31 0.05 28 2.35 0.05 29 2.40 0. 30 2.44 0.04 31 2.48 0.04 32 2.53 0.04 33 2.57 0.04 34 2.61 0.04 35 2.65 0.04 36 2.69 0.04 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall .. (number) (inches) (inches) (inches) --------------------------------------------------------------------- 1 0.0401 0.0114 0.0287 2 0.0407 0.0116 0.0291 .� 3 0.0418 0.0119 0.0299 w 4 0.0424 0.0121 0.0303 5 0.0437 0.0125 0.0313 +� 6 0.0444 0.0127 0.0318 7 0.0460 0.0131 0.0329 8 0.0468 0.0133 0.0335 9 0.0486 0.0139 0.0348 10 0.0496 0.0141 0.0355 r� 11 0.0518 0.0148 0.0371 12 0.0531 0.0151 0.0379 13 0.0558 0.0159 0.0399 14 0.0574 0.0163 0.0410 15 0.0609 0.0174 0.0436 16 0.0630 0.0180 0.0451 �+ 1 0.0512 0.0146 0.0366 18 0.0541 0.0154 0.0387 19 0.0614 0.0175 0.0439 20 0.0662 0.0189 0.0474 21 0.0798 0.0228 0.0571 22 0.0901 0.0257 0.0644 23 0.1288 0.0266 0.1022 w� 24 0.1771 0.0266 0.1506 25 0.5544 0.0266 0.5279 di 26 0.1049 0.0266 0.0784 27 0.0722 0.0206 0.0516 "q 28 0.0575 0.0164 0.0411 29 0.0653 0.0186 0.0467 30 0.0591 0.0168 0.0422 31 0.0544 0.0155 0.0389 32 0.0507 0.0144 0.0363 33 0.0477 0.0136 0.0341 34 0.0452 0.0129 0.0323 35 0.0431 0.0123 0.0308 36 0.0412 0.0117 0.0295 -------------------------------------------------------------------- ' - Total soil rain loss = 0,60 (In.) ~~ Total effective runoff = 2.09 (In.) _------- ___ ---------------------------------------------------------- Total soil-loss volume = 15.3873 (Acre -Feet) ^ Total storm runoff volume = 53.8316 (Acre-Feet) _____________________________________________________________________ � +ff++++++f+++f++f++fff+f++f+f++ff+fff++f+f++f+f+f++f++++f 3-BOUl{ u � uz�� n� I��oo�� B��c ��rap h ~� ____________________________________________________________________ Bvdrograob in 5 Minute intervals (CFS) _ qqTizne(lx+zo) \/c»lumeu/AIr\ {}(CIrS) O______l5O.O_____3OO,O_____45O.O_____6OO.O 1 __________________________-____- __-- di O+ 5 0.0077 1.12 OfIO 0.0375 4.33 Q 0fI5 0,I168 1I.5I Q 0f20 0,2737 32.64 \/{2 0+35 0.52I6 36.14 "V O 0f30 0.8856 53.85 \/ O 0+35 1.3754 7I.13 w� 0+40 I.9603 84,92 0+45 2.6167 95.3I ~� 0f50 3.33I7 103.82 \/ Q 0+55 4.0903 1I0,I4 V (] I+ O 4.8879 115.82 \/ O l+ 5 5.7195 I20.75 \/ C} I+IO 6.5835 135.21 \/ Q w� 1+I5 7.4749 139.57 \/ Q If20 8.3990 134,19 \/ Q w� 1+35 9.3553 I38.86 \/ D If30 10.34I9 I43.26 \/ O 1+35 I1.3531 I46.82 VQ I+40 12.3838 I49.65 C) If45 13.4354 152.70 \/O m� 1+50 I4.51I9 156.31 Q 1+55 15.6344 163.97 QV 2+ O I6.8618 178.22 QV ` 2+ 5 18.3724 219.34 VQ W 3+10 20.3I94 283.70 \/ Q 2+I5 22.8913 373.43 \/ Q 2+30 26.0308 455.86 \/ ' 3f25 29.5147 505.87 v w m� 2f30 33.2981 549.34 \y Q 2f35 37.0515 545.00 \7 Q 2+40 40.I005 442.71 Q 2f45 43,5580 356.84 Q \/ -- 2+50 44.6150 298.68 Q v -" 2+55 46.2853 343.53 C} « � 3f O ~ 47,7�43 2Il.8� C} V ~~ 3f 5 48.9862 180.33 O 3+10 50.0526 I54.84 V V 3f15 5O.B383 128.61 Q � 3+30 51.6974 I10,22 �2 V ,V 3+25 52.3316 93.09 Q ' \/ 3f30 53.8280 72.O7 - � V j� 3f35 53.l8l2 51.39 Q V 3+40 53.431I 34.83 Q V 3+45 53.5631 20.62 . �] V 3+50 53.6542 13.22 Q V �@ o� 3f55 53.7153 7l53 8 . 87 Q V 4+ O 53.7544 5.68 Q | | | \/| | 4+ 53.7794 2 . G3 {} ' - MR ------------------ -------- m mi an go on ad ON r om go MR iw ON Ii go err �r 0 ki V 4 +10 53.7957 2.37 Q V 4 +15 53.8085 1.85 Q V 4 +20 53.8183 1.43 Q 4 +25 53.8253 1.02 0.64 Q Q V 4 +30 53.8297 V 4 +35 53.8316 0.27 Q MR ------------------ -------- m mi an go on ad ON r om go MR iw ON Ii go err �r 0 ki di U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CivilCadd /CivilDesign, 1990, Version 2.2 Study date 4/ 3/91 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ rr San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 --- - - - - -- UNIT HYDROGRAPH FOR CITRUS AVE STORM DRAIN POINT OF CONCENTRATION @ CITRUS & ARROW Q 100 YEAR, 6 HOUR WITH OVERFLOW FROM BASELINE FILE NAME : TON16 ----- --------------------------------- Storm Event Year = 100 + Antecedent Moisture Condition = 3 *�! Area averaged rainfall intensity isohyetal data: Intensity Sub -Area Duration (hours) (inches) (acres) Rainfall data for year 100 1.52 308.80 1 - - ------ --------------------- Rainfall data for year 100 3.87 - --------------------------- ----------- Rainfall data for year 100 9.25 308.80 24 --------------- -------------------------------------- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ �j +++++++++++++++++++++++++++++++++++++ * * * * * * ** Area - averaged max loss rate, Fm * * * * * * ** f SCS SCS curve SCS curve 3) Area (Acres) Area Fp(Fig c6) Fraction (In /Hr) Ap Fm (de (in /hr) No.(AMCII) No.(AMC 308.80 1.000 0.785 0.4400 6 0.319 32.0 52.0 Area - averaged adjusted loss rate Fm (In /Hr)= 0.319 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS cn AMC2) SCS cn S (AMC3) Pervious yield fr (acres) fract 125.37 0.406 32.0 52.0 9.23 0.356 0.960 183.43 0.594 98.0 98.0 0.20 H Area - averaged catchment yield fraction, Y = 0.715 Area - averaged low loss fraction, Yb = 0.285 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ User entry of time of concentration = 0.583 (hours) Watershed area = 308.80 acres Catchment Lag time = 0.466 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 17.8827 Hydrograph baseflow = 0.00 (CFS) hr In Average maximum watershed loss rate(Fm) _ 0.319 ( ) �J ,d Average low loss rate fraction (Yb) = 0.285 (decimal) Valley Developed S -Graph Selected Computed peak 5- minute rainfall = 0.563 inches Computed peak 30- minute rainfall = 1.152 inches ++ Specified peak 1 -hour rainfall = 1.520 inches Computed peak 3 -hour rainfall = 2.696 inches *� Specified peak 6 -hour rainfall = 3.870 inches Specified peak 24 -hour rainfall = 9.250 inches ' Rainfall depth area reduction factors: Using a total area of 308.80 acres (Ref: fig. E -4) 5- minute factor = 0.986 Adjusted rainfall = 0.554 inches 30- minute factor = 0.986 Adjusted rainfall = 1.135 inches 4 1 -hour factor = 0.986 Adjusted rainfall = 1.498 inches 3 -hour factor = 0.998 Adjusted rainfall = 2.691 inches 6 -hour factor = 0.999 Adjusted rainfall = 3.866 inches 24 -hour factor = 1.000 Ad rainfall 9.246 inches do ------------------------------ -j------------------------------------- U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph •• Number Mean values (CFS) -------------------------------------,-------- 1 1.044 38.973 2 4.025 111.356 3 10.660 247.781 4 20.857 380.798 5 33.055 455.540 6 47.977 557.264 7 64.025 599.338 +ri 8 75.476 427.635 9 83.392 295.622 10 89.255 218.981 11 92.772 131.329 12 95.430 99.278 13 97.085 61.807 14 98.094 37.654 •• 15 98.467 13.956 16 98.789 12.022 •• 17 99.111 12.021 18 99.433 12.017 19 99.755 12.015 20 100.000 9.161 ------------------------------------------------ Peak Unit Adjusted mass rainfall Unit rainfall Number (inches) (inches) 1 0.55 0.55 , 0.73 0.18 3 0.86 0.13 4 0.97 0.10 4 0 5 1.06 0.09 6 1.14 0.08 7 1.21 0.07 8 1.27 0.07 9 1.34 0.06 10 1.39 0.06 11 1.45 0.05 12 1.50 0.05 13 1.56 0.07 14 1.63 0.06 15 1.69 0.06 di 16-7 d 0 +rr r t.r .r rrr rrr rr 0 E 9 16 1.75 0.06 17 1.80 0.06 18 1.86 0.06 19 1.91 0.05 20 1.97 0.05 21 2.02 0.05 22 2.07 0.05 23 2.12 0.05 24 2.17 0.05 25 2.22 0.05 26 2.26 0.05 27 2.31 0.05 28 2.35 0.05 29 2.40 0.04 30 2.44 0.04 31 2.48 0.04 32 2.53 0.04 33 2.57 0.04 34 2.61 0.04 35 2.65 0.04 36 2.69 0.04 37 2.73 0.04 38 2.77 0.04 39 2.81 0.04 40 2.84 0.04 41 2.88 0.04 42 2.92 0.04 43 2.95 0.04 44 2.99 0.04 45 3.02 0.04 46 3.06 0.03 47 3.09 0.03 48 3.13 0.03 49 3.16 0.03 50 3.20 0.03 51 3.23 0.03 52 3.26 0.03 53 3.29 0.03 54 3.33 0.03 55 3.36 0.03 56 3.39 0.03 57 3.42 0.03 58 3.45 0.03 59 3.48 0.03 60 3.51 0.03 61 3.55 0.03 62 3.58 0.03 63 3.61 0.03 64 3.64 0.03 65 3.66 0.03 66 3.69 0.03 67 3.72 0.03 68 3.75 0.03 69 3.78 0.03 70 3.81 0.03 71 3.84 0.03 72 3.87 0.03 --------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (inches) (inches) (inches) ------------------------------------ 1 0.0282 0.0080 0.0201 2 0.0284 0.0081 0.0203 /j 2� Or- ONO 0ON1n[-HMmom r -T -101MM MG1lnC0mHMMO O V-I Or-mg4l H C TNod1d 'O Hr- Nd1MHMCOm Mr- MONO 0 0 r- Ii-- Ir-IHNNNNMMMd'qcTd'0 lP)0%Dr m0H HNMd' Lnt- r- M --IM M 0MM( 0r-M r-iH0NM0O zPN 00 r- 0 0 44'M N N N N N N N N N N N N N N N N N N N N N N N N N M m M M f') M M M M M d' d' d M M d' d' U) w O In N t- In d' d' d' M M M m M N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r-IH n O O O O O O O O O O O O O O O O O NNd d'10�000C00riNMm%.0Mmr- INgzr0M0 qcT 0 0 r-I m r- r-i m m H M H mmg;'00l.;T nmMr-010tO�o0 qr0 M0q*l0Mm[-Hr-MOt"d' W W W W W W W W Q1 O10101Olmmm000000 -I r- HNNNMMMd d'Lf)tn0t-W d'U)I`W N000 0%001000WU)d'MNNr- H000(nM OOOOOOOOO0000000 i r4Hr-i IH r-Iriri H - Irir- 4HHrg HHHr - IHHr - NNNN NNNririri - Irir - Ir - Iririr - H HH00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w 0 d' WO 0 m r- 0 m w m 0 m 0 N "D m r% m 0Mmr-Ir r r0 w0 %D M H Wd.M0Nr-I rNODe-ICOr- Id'mNLnMrid l-t-NH"w0 *- Ho)(no) CO M0)0)000Hr- Ir- iNNMMd d LnU)%,o 0t W 0OriNMd'1010 co m H Cn 0 t-O Cl) H%ll H 0M000(-d'd NI- UIO)d 0r Cl) H 00 t�0d'MN NNNNM MMMMMMM Cl) MMMMMMMMMd d d d'd d'd d d d Ln Lc) LC) L 0 kDLn Lo 1.o0 - OINI� Ln Ot , Ln10U) Ln LI)d d'd d' MMMMMM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r-IH n H O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 mntM%.OL- W M0HNMd'U)\0t-W m0HNM gr00L moHNm , :rm Ot- W moHNm- cTmkOI`000 gHNMd mw r W m - INm -:rm O Hr-iririr - Hr -Irir- HNNNNNNNNNNMMMMMMMMMMd 'd ' d'd ' d ' d ' d'd'd'd U)tnLn qq i 67 0.0321 0.0091 0.0229 68 0.0313 0.0089 0.0223 Q 69 0.0305 0.0087 0.0218 8.05 70 0.0298 0.0085 0.0213 0.1905 71 0.0292 0.0083 0.0209 0 +25 72 0.0286 0.0081 0.0204 0 +30 0.6154 36.58 V Q '� ------- Total ------------------------------------------------------------- soil rain loss = 0.93 (In.) V Q Total effective runoff = 2.93 (In.) 58.13 ."" Q ------------------------------------------------------ 0 +45' 1.7990 64.70 --------------- Total soil -loss volume = 24.0053 (Acre -Feet) 0 +50 .., Total storm runoff volume = 75.4476 (Acre -Feet) dd 0 +55 -------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ rr V 6 - H O U R S T 0 R M 1+ 0, 3.3076 76.04 R u n o f f H y d r o g r a p h "* -------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) V Q 1 +10 --------------------------------- - - - - -- Time(h +m) Volume(AF) Q(CFS) 0 150.0 300.0 450.0 600.0 �r----------------------------------------- ---- ----- ---------- ----- - - - - - - 1 V V V V Q V Q V 0+ 5 0.0054 0.79 Q .n 0 +10 0.0263 3.03 Q 0 +15 0.0817 8.05 Q 0 +20 0.1905 15.79 VQ 0 +25 0.3635 25.12 VQ 0 +30 0.6154 36.58 V Q 0 +35 0.9530 49.02 V Q 0 +40 1.3534 58.13 V Q 0 +45' 1.7990 64.70 V Q 0 +50 2.2797 69.80 V Q dd 0 +55 2.7839 73.22 V Q 1+ 0, 3.3076 76.04 V Q 1+ 5 3.8459 78.16 V Q 1 +10 4.3957 79.83 V Q 1 +15 4.9541 81.08 V Q 1 +20 5.5210 82.32 V Q Om 1 +25 6.0969 83.61 V Q 1 +30 6.6819 84.94 V Q 1 +35 7.2764 86.32 V Q 1 +40 7.8803 87.69 VQ 1 +45 8.4929 88.94 VQ 1 +50 9.1143 90.24 V Q 1 +55 9.7452 91.60 VQ 2+ 0 10.3859 93.03 VQ 2+ 5 11.0371 94.55 VQ 2 +10 11.6996 96.19 Q 2 +15 12.3744 97.99 Q 2 +20 13.0628 99.96 Q 2 +25 13.7658 102.07 QV 2 +30 14.4845 104.35 QV 2 +35 15.2198 106.78 QV 2 +40 15.9722 109.24 QV 2 +45 16.7421 111.80 QV 2 +50 17.5306 114.48 Q 2 +55 18.3385 117.31 Q Q 3+ 0 19.1674 120.35 3+ 5 20.0188 123.63 Q 3 +10 20.8947 127.19 Q 3 +15 21.7976 131.09 Q 3 +20 22.7300 135.40 3 +25 23.6925 139.75 /`o V V V V Q V Q V 3 +30 24.6831 143.83 Q V 3 +35 25.6960 147.07 Q V 3 +40 26.7267 149.65 Q V 3 +45 27.7783 152.70 Q V 3 +50 28.8549 156.31 Q V 3 +55 29.9773 162.97 Q V 4+ 0 31.2047 178.22 Q V 4+ 5 32.7153 219.34 Q V 4 +10 34.6623 282.70 Q 4 +15 37.2342 373.43 V Q 4 +20 40.3737 455.86 V Q 4 +25 43.8577 505.87 V Q 4 +30 47.6410 549.34 V Q 4 +35 51.3944 545.00 V Q 4 +40 54.4434 442.71 VQ 4 +45 56.9009 356.84 Q V 4 +50 58.9579 298.68 Q V 4 +55 60.6282 242.53 Q V 5+ 0 62.0872 211.84 Q V 5+ 5 63.3366 181.41 Q V 5 +10 64.4314 158.97 Q V 5 +15 65.3920 139.47 Q V 5 +20 66.2960 131.26 Q V 5 +25 67.1572 125.05 Q V 5 +30 67.9792 119.36 Q V 5 +35 68.7618 113.62 Q V 5 +40 69.4986 106.99 Q V 5 +45 70.1784 98.70 Q V 5 +50 70.8326 94.99 Q V 5 +55 71.4654 91.89 Q V 6+ 0 72.0793 89.14 Q V 6+ 5 72.6702 85.79 Q V 6 +10 73.2298 81.25 Q V 6 +15 73.7410 74.23 Q V 6 +20 74.1873 64.80 Q V 6 +25 74.5603 54.16 Q V 6 +30 74.8479 41.76 Q V 6 +35 75.0464 28.82 Q V 6 +40 75.1815 19.62 Q V 6 +45 75.2729 13.27 Q V 6 +50 75.3321 8.59 Q V 6 +55 75.3718 5.77 Q V 7+ 0 75.3970 3.66 Q V 7+ 5 75.4131 2.34 Q V 7 +10 75.4236 1.53 Q V 7 +15 75.4320 1.22 Q V 7 +20 75.4386 0.95 Q V 7 +25 75.4433 0.69 Q V 7 +30 75.4463 0.44 Q V 7 +35 75.4476 0.19 Q V /6/ U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CivilCadd /CivilDesign, 1990, Version 2.2 Study date 4/ 3/91 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- to San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 --------------------------------------------------------------------- UNIT HYDROGRAPH FOR CITRUS AVE STORM DRAIN POINT OF CONCENTRATION @ CITRUS & ARROW Q 100 YEAR, 24 HOUR WITH OVERFLOW FROM BASELINE '*! FILE NAME : TON124 Storm Event Year = 100 Antecedent Moisture Condition = 3 +� Area averaged rainfall intensity isohyetal data: Sub -Area Duration Intensity (acres) (hours) (inches) Rainfall data for year 100 308.80 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 308.80 6 3.87 -------------------------------------------------------------------- di Rainfall data for year 100 308.80 24 9.25 •w -------------------------------------------------------------------- in j +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * * * * ** Area- averaged max loss rate, Fm * * * * * * ** SCS curve SCS curve Area Area Fp(Fig c6) Ap Fm *� No.(AMCII) No.(AMC 3) (Acres) Fraction (In /Hr) (dec.) (in /hr) 32.0 52.0 308.80 1.000 0.785 0.406 0.319 Area - averaged adjusted loss rate Fm (In /Hr)= 0.319 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS cn SCS cn S Pervious (acres) fract (AMC2) (AMC3) yield fr do 125.37 0.406 32.0 52.0 9.23 0.356 183.43 0.594 98.0 98.0 0.20 0.960 Area - averaged catchment yield fraction, Y = 0.715 Area - averaged low loss fraction, Yb = 0.285 +++++++++++++++++++++++++++++++++++++++ + + + + + -I-... + + + + + + + + + + + + + + + + + ++ User entry of time of concentration = 0.583 (hours) Watershed area = 308.80 acres Catchment Lag time = 0.466 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 17.8827 Hydrograph baseflow = 0.00 (CFS) Average maximum watershed loss rate(Fm) = 0.319 (In /hr) 4 ;z .r 43 Average low loss rate fraction (Yb) = 0.285 (decimal) Valley Developed S -Graph Selected Computed peak 5- minute rainfall = 0.563 inches Computed peak 30- minute rainfall = 1.152 inches +d Specified peak 1 -hour rainfall = 1.520 inches Computed peak 3 -hour rainfall = 2.696 inches *� Specified peak 6 -hour rainfall = 3.870 inches di Specified peak 24 -hour rainfall = 9.250 inches Rainfall depth area reduction factors: Using a total area of 308.80 acres (Ref: fig. E -4) 5- minute factor = 0.986 Adjusted rainfall = 0.554 inches 30- minute factor = 0.986 Adjusted rainfall = 1.135 inches 1 -hour factor = 0.9.86 Adjusted rainfall = 1.498 inches 3 -hour factor = 0.998 Adjusted rainfall = 2.691 inches 6 -hour factor = 0.999 Adjusted rainfall = 3.866 inches 24 -hour factor = 1.000 Adjusted rainfall = 9.246 inches --------------------------------------------------------- ------------ """ U n i t H y d r o g r a p h ,rr ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values (CFS) '� --------------------------------------------------------- 1 1.044 38.973 2 4.025 111.356 3 10.660 247.781 4 20.857 380.798 5 33.055 455.540 6 47.977 557.264 7 64.025 599.338 'w 8 75.476 427.635 9 83.392 295.622 at 10 89.255 218.981 11 92.772 131.329 W 12 95.430 99.278 13 97.085 61.807 14 98.094 37.654 +�+ 15 98.467 13.956 16 98.789 12.022 •• 17 99.111 12.021 18 99.433 12.017 19 99.755 12.015 20 100.000 9.161 --------------- ------------------------------------------------------ +rri Peak Unit Adjusted mass rainfall Unit rainfall Number (inches) (inches) 1 0.55 0.55 2 0.73 0.18 dd 3 0.86 0.13 4 0.97 0.10 *� 5 1.06 0.09 6 1.14 0.08 7 1.21 0.07 8 1.27 0.07 9 1.34 0.06 +� 10 1.39 0.06 11 1.45 0.05 12 1.50 0.05 13 1.56 0.07 14 1.63 0.06 15 1.69 0.06 .r 43 %O k0 %D m m m m m m m m mm11 "It d'cNd'd d'd' 11-T lt:r d d'd' d MMMMMC mm (nMMf`IMMMMMMMMMMMMMMMMMC")MMMM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LOco%D A 0-N L N%Dr- M 0 - qV W ML-r4 MM ML , r-Id O NMMN0MMt00Ml0MM0MN tn W, -I MMH *.0MN 0W , - id'L , OML , OML , O [�COCOO M d d Ln tnOoor - r , wwL:O Olmm000H - 4NNNNMMM�d d LnLnLn �ooL L r , mwco O m mooO r - L . . . . . . . . . . . . C . . . C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . r - lri rir-IriNNNNNNNNNNNNN(V NNNNNNNNNNMMMf")f` 99c499999999I"1C1f`' 99c4999c4MMMN)Md'444 %D r -It m%Dr-w01OrINMd Ln% Or wmOHNMd 'Ln%Orl-wm0HNmgcllm%Dr-w0 0H NMIgn -w0 0HNm.1"n10L-wm H H r-i HNNNNNNNNN NMMMMMMMMMMd'd d'd'd'�i d-cr V'd'Lnm nlnlnLnmLf1mm%D 100 wQ%Dw%Dwwr-r-I-l-l-l-l-l-.l-l- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O- I� Mtoon %DMNomNl wHIt:'I-OMtDmNMWr %DMNIf mom Dm Now 0 M�o0 r1 d'I - ON LnO e -- mM om r HHNNNNMMMd' d'-c: rmmmkD% O %DtDI [ moo Ori r- HHNNNMMMM'a'd'd if11nU ')Ul101t)QQr-t-I-I-000000MMM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . L . . . . . . . . . . . . . U . . . U . . . . . . . . . . . . . . . . . . 'd'444 V'd'444 d'd'�y'�Pd'd'd'd'd'cY444444 V"a'44L' Lf Ll LnLnLl LnL[ Ll UnUf U L1 Ul LnLl f LnLnUnL'1Lf Lt LU LnL�t V;LnLnU;V;LnLf L. 0 e- INMd'U1tOI-MM0t- 4NMdlM1 D r WM0e-i N M -0 M %D - WM0r-1NM";rn%Dl-WM0r-INMd'InWr COM0HNMc!'llltp[�0001 Or-I NM ppCQCQppCpCpOpC00pOpOld101t 31010101Q101010000000000riririe lrir IriNNNNNNNN NNMM MMMMMMMMd'd' d'd' r-I ri r-I r-I ri ri ri r-I ri t-1 ri ri ri ri e--I e-I e-I ri r'1 ri ri ri ri ri r-1 ri ri r-I ri e-1 ri ri ri ri e-I ri e-I e-i r-I r-I ri e-I r-1 ri M M M M M M M M M M M M M M M M M M M N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ;;8 . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O COHmtD00HmI oO Hq:r%DO HNrd D01rid'tom - I ;rw m H"4. w m H m w w H m w w 0 m m w 0 N m r- mNCrI�O H- 1D 00 r- mmrn ON , Zr r-mr-1 OI0000Hr- HHNNNNMMMMd d d'd'lf1LC1LnLC w w �,o w rt - r- r 00000 MM 0)(3)M00000C.4 H r.4H NNNNM MM M zr d'c�r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . d mk Dr- w00r -INMd'U1%Dr-w0OHNmgzrm%Dt-000 0 HNm r4l mkDr�wm0HNmq r:rm%Dr�wm0HNmITmkDr�wm 0HNm rzrm D r� d d d d rgzr fltoMM0toMInInU QW% D1DW% D% D% DVD% DI- I- t- hl- t- I- t 000O 00010 00000000 ri r-1 r-I � � t-1 e--I e-i ri ri ri ri r-I ri e--1 r-1 ri r-I r-I r-i r-I ri r-i ri ri ri r-1 r--I r� e-i t-I c-I ri ri r-1 ri ri c-i e-i ri ri r-I r-I rl r-I e-i e-1 ri ri c-i r-1 r-I ri r-I r-1 r-1 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O O O O O O O O O O O O O O O O O O . O O O O O O O O . O O O O O O O . 0 0 0 . 0 0 0 0 0 0 0 0 . 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 m k D w 0 m 0 r tOCOe - mmr 01N"" wwOc`' )lflr�mHcl- toW0Nd'I 10000 Nd [-0)r-I Cl) LOr-MrI(nLO , ONd'k000O UlU) u1k0k0t010 %01-1-t-1-000000000001O10 M00000r -i H HHNNNNNr mmm VT V qrqrd lntnlf )ullnwwwwwr 9 . . . . . . . . . . . . . . . . . . . . . . . . . . . C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 CO O CO 00 00 CD W O O CO CO C0 O0 CO O O O O 00 CO CO W 00 CO CO W . 00 0 . CO O 00 O 07 00 0 O0 CD O0 CO 00 O O CO 00010r-INmItt nl0I-0001Or-INmlgr0t01 0 V- 1Nm—ct m %D r- 0010HNMd -wm0HNCI omtDr-wm0HNM-c:VL1%Ot-000) O H O O H H H H H H H H H H N N N N N N N N N N M m M m m M m m m m d' d' d' d' d' d' d' d' ct' d' M M to to to to to to M M 10 t0 l0 t0 �0 %0 l0 l0 Q %0 I- l- N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N E F 71 di .M M wM Ai E 272 8.92 0.02 273 8.94 0.02 274 8.96 0.02 275 8.98 0.02 276 9.00 0.02 277 9.02 0.02 278 9.04 0.02 279 9.06 0.02 280 9.08 0.02 281 9.10 0.02 282 9.12 0.02 283 9.15 0.02 284 9.17 0.02 285 9.19 0.02 286 9.21 0.02 287 9.23 0.02 288 9.25 0.02 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (inches) (inches) (inches) 1 0.0202 0.0058 0.0144 2 0.0202 0.0058 0.0145 3 0.0203 0.0058 0.0145 4 0.0203 0.0058 0.0145 5 0.0204 0.0058 0.0146 6 0.0204 0.0058 0.0146 7 0.0204 0.0058 0.0146 8 0.0205 0.0058 0.0146 9 0.0205 0.0058 0.0147 10 0.0206 0.0059 0.0147 11 0.0206 0.0059 0.0147 12 0.0206 0.0059 0.0148 .13 0.0207 0.0059 0.0148 14 0.0207 0.0059 0.0148 15 0.0208 0.0059 0.0149 16 0.0208 0.0059 0.0149 17 0.0209 0.0059 0.0149 18 0.0209 0.0060 0.0149 19 0.0210 0.0060 0.0150 20 0.0210 0.0060 0.0150 21 0.0211 0.0060 0.0151 22 0.0211 0.0060 0.0151 23 0.0211 0.0060 0.0151 24 0.0212 0.0060 0.0151 25 0.0212 0.0061 0.0152 26 0.0213 0.0061 0.0152 27 0.0213 0.0061 0.0153 28 0.0214 0.0061 0.0153 29 0.0214 0.0061 0.0153 30 0.0215 0.0061 0.0153 31 0.0215 0.0061 0.0154 32 0.0216 0.0061 0.0154 33 0.0216 0.0062 0.0155 34 0.0217 0.0062 0.0155 35 0.0217 0.0062 0.0155 36 0.0218 0.0062 0.0156 37 0.0218 0.0062 0.0156 38 0.0219 0.0062 0.0156 39 0.0219 0.0062 0.0157 40 0.0220 0.0063 0.0157 41 0.0220 0.0063 0.0158 42 0.0221 0.0063 0.0158 /62' 0000000 %D %D %D lD lD w %D %D lD 0 co 00 07 00 00 00 00 00 00 07 J J J J J J J J J J m 01 m 01 01 01 01 m m o Ul o o Ul Ul o U1 Ul Ul UI.P .P .P .P .P .4. o.. 01Ul.PWwH0%OOOJ01Ul.P W wH0O o00J01Ul.PWNI-+0ww-110 L"A-W wH0tDO -4mO.PW NH0ww-jO1UI.PW NH0w WJ0 0 P.w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N JJ O101�0101MO10 mLn VIUIUIU MLnI1UiLnLn P.P P.P.P..P P P.P P.01 P. P. W W W W W W W W W W W W W W W N N N N N N N N N N N N N N F'OlD0 mM.P.PNF -+O 1D 00000101 .P .PWNI-j OQkDJJ01U1.P.P W NH- -j0Qw W-4m0 1 P.PW NNNOOl00000J01O100 P.PW W NN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J J J J J J J J J J J J J J J J J J J J J J J J J J J J J 01 ON 01 01 01 ON 01 01 01 m 01 01 01 m O 01 01 01 O1 01 01 01 01 01 01 01 O1 01 01 m 01 01 m 01 m J J J 01 01 O1 Ut Ul Ul Vi P.- .P .P W W W N N N N N N H N N O O O O l0 w %D lD lD 00 O O 00 J J J J J J 01 01 O1 01 M Ul Ul Ul Ul Ut UI.P .P .P .P P .P W W W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HHHI- jHNI-+ H N H HHHHHHHHHH HH HHHNHNHrHHHNHHH HH F -+H %D %D %D lD w lD 00 w ow w O w 00 O O 00 00 O 0 0 J J J J J J J J J J J J J J J J J J 010000 00 01 O1 01 01 01 01 01 m 01 01 01 01 01 Ul UI U1 Ul .P W NN00%D00 JJ01010 .PW W N H H 0 w w ww-1J0 ulM.P.P W NNF-'H000 owwOOJJ01O1Ul0m P. -9:1 W W NNNF-'H00wwww tntn r-r- w 0 0T -INMd' 1MM M T 0r�m0NM 00Nlilr�Hmw0Inr r,+r-ri a10101d1O10�0 0 0 0 0 0 0 0 0 0 r -4Hr-Ir-Ii--Ic- H -iNNNNNNN MMMMMM'ITOOOOHHr - HNNNNMMMd'd'd'lnM0%Dr e-i ri r•i ri ri ri N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O CO CO 00 O1 01 O O ri ri r-1 N N N M M d' -I' In to kO w h l- w m m m O O ri ri N M d' d' to lO O r N N d' Ict 0 l0 O O O H N M to %O w M ri N d' m w dl d' %D l� I� l� t� l� I� OO Op 0� CO CO CO C0 CO CO OO CO GO C0 00 CO O0 00 CO O0 CO O0 CO 01 d1 d1 O1 01 01 01 O� O1 dl 00 CO O0 CO CO CO CO CO CO CO O1 01 01 Ol Ol dl Ol O1 O O O O O O c-1 e-I 00000000000000000000000000000000000000000000000000000000ri HririHr-1e-iri 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N m m vo - CO O e-1 M M mto w m r-1 N d' mr w H N -cY U" w m N M %O [� O r-1 d %O 0 O %T M N d CO 0'.4 %O O M t- o m w M l0 M %O N tO M [- if1 Ol CO m H r- I�I�I�I�(�[�CO CO CO 0000 CO 0000O10O101O10000000 H ris ir INNNNNMMMCO m000HH HNNMMd'd m m %D kD r- w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r-wm0HNm- rmIOI-000 0HNml4t0lOr-wm0r-INm qr 0% 0t- w00r -1Nmgzrm%0r-wm0HNMCtn10t-000 0H NMd'tnk0r-w m O 0 0 0 H H H H ri ri ri ri r-I H N N N N N N N N N N M M M M M M M M M M d' d' d' d' d"d' d' d' d d'tn In In in In In In In In Mf D\ ,O \O �O %.O �O tD 1O %D �O I- rir- IririHHHr iHririHHHHHririririririr iH riHHr iHriH- ririririHHHrir iririHHe- Ir -1ririr-iririHHriHriHriHrir -Iri r-Iri NNNNNNNNNNNNNNNNNNNN NNNNNNNNNNNNNNNI-- �F-r l-- �1-- �F- �l--'►-' I-+ I- �I-+ 1-- �F-' I-- �I- -�F- �I--'F�F�I--'F�F -�NI -J I--�F'NI--�NI--' W W W W W NNNNNNNN W NHF-+I-- H NHI- -'PI - 000000000OtDw%DwwwwkD10t000MM MM 00 W W MM JJJJJJJJJ .P W NF- +O�000Ja%UI PD. W W Fj0W07JGNU1 P W WFj0W00J0�UtA W W p0W 00JO UI4AWNH0W00J0)Ui P W WH0Io w -400 ob wWH NNNNNN NN W W W W W W W W W W NN W W W W W W W W W W .0- -Px mUlU101UtJOU1JNto - o o ui000viLnUlU1-PjP.P .P.PPD. JJwwwwwtD000E-'F- Ht*jN(.JW w0 bi W.4b 0I -1wH W U -_j0 p. DU1JN P-PJ000w0 H.4.H W OJ(n W F- wm0 M. H 01lDN PJO W 010 W J0x- 00 W J W-40 W M UI W H ww%DH -r- w w WJJ.o.H W LntiW AN 03HCO WpOb H "0%D D- CO F-+ 03 0) ONO30-PJ-P00 ZN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000000000000000000000000E -'NF- �NNNI-- 'F -'F-'N F-- 'F- �F- �NNNNNNNF�NN! -' NNE- +NF- 'F-'F�NF- �l- �F- +I--'NF -' JJ000000C700C7p0000000w wwtDlDkoww w w w %D LD w 0 0 0 H H W W.P. Ln M w m 0 0) m m M Ln W w-40 -Pb w- -jm 0 VIA. 1AW W WNNW H tDlD0H Wwlr � PbLn M J000N W W U1MH WLn --4w H 10.-j0 W JH-4 W %D0 J.--Ln M 01 AP 01 01 01 01 0)- 4WWMAr -M0-4- WIDF• - 'OOHW WHJU1H W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N H O O O O O O O O O O O O O O O O O O O O H N N N N N N N N N WNW N N N N N N N N N WW N WNW N N N W W W W W PP 4P OP o J N UI O O U1 .P .P W W .P .P .P W W W W W W W W W W N 0 0 0 0 0 0 H I HI-jH W W W W W W -Pb 00HHNN W P.0Ln0 -4%D0 NIP0 wW01F- Hw-3ONAPJJW w m 0 W Hw -jJUTAP WNHH0w O 0HwUtJ0 Nkt J-4wW 0 wH.PJH.P.w W w Wt00 W0 w-4wLnw W H W IDNJN0 0.w0 WAt- H Ob0-j0 H010tD0HviO0ww W W w y r irr Aw .r do rri di t ani mi rrl 235 0.0274 0.0078 0.0196 236 0.0272 0.0077 0.0194 237 0.0269 0.0077 0.0193 238 0.0267 0.0076 0.0191 239 0.0265 0.0075 0.0189 240 0.0263 0.0075 0.0188 241 0.0261 0.0074 0.0187 242 0.0259 0.0074 0.0185 243 0.0257 0.0073 0.0184 244 0.0255 0.0073 0.0182 245 0.0253 0.0072 0.0181 246 0.0251 0.0072 0.0180 247 0.0250 0.0071 0.0179 248 0.0248 0.0071 0.0177 249 0.0246 0.0070 0.0176 250 0.0245 0.0070 0.0175 251 0.0243 0.0069 0.0174 252 0.0242 0.0069 0.0173 253 0.0240 0.0068 0.0172 254 .0.0239 0.0068 0.0171 255 0.0237 0.0068 0.0170 256 0.0236 0.0067 0.0169 257 0.0234 0.0067 0.0168 258 0.0233 0.0066 0.0167 259 0.0232 0.0066 0.0166 260 0.0231 0.0066 0.0165 261 0.0229 0.0065 0.0164 262 0.0228 0.0065 0.0163 263 0.0227 0.0065 0.0162 264 0.0226 0.0064 0.0161 265 0.0224 0.0064 0.0161 266 0.0223 0.0064 0.0160 267 0.0222 0.0063 0.0159 268 0.0221 0.0063 0.0158 269 0.0220 0.0063 0.0157 270 0.0219 0.0062 0.0157 271 0.0218 0.0062 0.0156 272 0.0217 0.0062 0.0155 273 0.0216 0.0062 0.0154 274 0.0215 0.0061 0.0154 275 0.0214 0.0061 0.0153 276 0.0213 0.0061 0.0152 277 0.0212 0.0060 0.0152 278 0.0211 0.0060 0.0151 279 0.0210 0.0060 0.0150 280 0.0209 0.0060 0.0150 281 0.0208 0.0059 0.0149 282 0.0208 0.0059 0.0148 283 0.0207 0.0059 0.0148 284 0.0206 0.0059 0.0147 285 0.0205 0.0058 0.0147 286 0.0204 0.0058 0.0146 287 0.0203 0.0058 0.0145 288 0.0203 0.0058 0.0145 ---------------------------------- -------------------------------------------- Total soil rain loss = 2.47 (In.) Total effective runoff = 6.78 (In.) Total soil -loss volume = 63.4546 (Acre -Feet) Total storm runoff volume = 174.3967 (Acre -Feet) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M ti 1 R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals (CFS) Time h +m Volume AF Q(CFS) 0 150.0 300.0 450.0 0 ( ) Volume( AF) Q( ) 45 0 6 0.0 0+ 5 0.0039 0.56 Q 0 +10 0.0188 2.17 Q 0 +15 0.0585 5.76 Q I 0 +20 0.1361 11.27 Q 0 +25 0.2592 17.87 VQ 0 +30 0.4379 25.96 VQ 0 +35 0.6767 34.66 V Q 0 +40 0.9584 40.91 V Q 0 +45 1.2701 45.26 V Q 0 +50 1.6042 48.51 V Q 0 +55 1.9520 50.50 V Q 1+ 0 2.3104 52.04 V Q 1+ 5 2.6756 53.03 V Q 1 +10 3.0453 53.68 V Q 1 +15 3.4172 53.99 V Q 1 +20 3.7910 54.28 V Q 1 +25 4.1668 54.56 V Q 1 +30 4.5445 54.85 V Q 1 +35 4.9242 55.13 V Q 1 +40 5.3056 55.38 V Q 1 +45 5.6878 55.50 V Q 1 +50 6.0708 55.61 V Q 1 +55 6.4546 55.73 V Q 2+ 0 6.8393 55.85 V Q 2+ 5 7.2247 55.97 V Q 2 +10 7.6110 56.09 V Q 2 +15 7.9981 56.21 V Q 2 +20 8.3860 56.33 V Q 2 +25 8.7748 56.45 VQ 2 +30 9.1645 56.58 VQ 2 +35 9.5550 56.70 VQ 2 +40 9.9464 56.83 VQ 2 +45 10.3386 56.95 VQ 2 +50 10.7317 57.08 VQ 2 +55 11.1258 57.21 VQ 3+ 0 11.5207 57.34 VQ 3+ 5 11.9165 57.47 VQ 3 +10 12.3132 57.61 VQ 3 +15 12.7109 57.74 VQ 3 +20 13.1095 57.87 Q 3 +25 13.5090 58.01 Q 3 +30 13.9095 58.15 Q 3 +35 14.3109 58.29 Q 3 +40 14.7132 58.43 Q 3 +45 15.1166 58.57 Q 3 +50 15.5209 58.71 Q 3 +55 15.9262 58.85 Q 4+ 0 16.3325 59.00 Q 4+ 5 16.7398 59.14 Q 4 +10 17.1482 59.29 Q 4 +15 17.5575 59.44 QV 4 +20 17.9679 59.59 QV 4 +25 18.3793 59.74 QV 4 +30 18.7918 59.89 QV 4 +35 19.2054 60.05 Q 4 +40 19.6200 60.20 Q 4 +45 20.0357 60.36 Q /73 9 > >9 > > >D > > > > > > > » > >�> > > > >D9> > »> >DD> > > as (Y(Ya( to Yo YaO YoiOiotaaoioioiao Y(Yaaa oto YOla(Y(Y aaoeaoiO9oioRoiO to tO to Yolo Y aoYaototC9C9aoio►aCiaCiotaotaot N w ICT 0r- qr H wmN0r-m-q NOmwr- t- IOIO% D% Dr- wm0Hm0w0M% O0d' CONI- Nt- Cl) 01%0M000tOd' Cl) Cl) NM10 -0)NLOMgcr0)LO LO to COOrlMtotD OONMLnL- mH Nd'toOONd'kD000 NLnL- mHMtoOOM ON ON OO HM I'D mN qL - OML OML O .Z:r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O rI 4 4 rI rI rI N N N N N N M M M M M 4 4 d' d' d'Ln In In Ln Ln tD tD tO tD 9 I: 9 9 00 00 00 00 01 d 01 01 0 0 0 0 e-; r; r4 N N N M M M d' 4 4 L' if tDtotDtDtDtDtD0 t DtDtOt Dt Dt Dt Dt DtDtot Ot Dt DtDtOtDtDt Ot DtOto %DtotDtDtototototDtotDtOtotD 0 0r- r- r r- r- r- r- r- r- I`L-L-r- r�r- r- I`r- tnd'd'00ON0OtoMr-0kD t: r00Od' MM0Mrl%, 0WML , MM%DNN000r-MWM- WNtO0OL-ML -OO M r-. 0WNWq;TNrlrlML�d'd'00Lo%D N NOmmOMtOrlL- d'MNMIn wMmtDM TtDONL-d'NNMt DOLE) MHHML- NmL-L-mM00wLnnwM000mHtDMNMto rlmmHw MM mr-w0MLf1L-0NLn00HIgr-0 E H m mmr- NtDrIwHwrIL- NCOt TOtONmoNm% od' r- imr- mmNr1O1000OL -L-L-L-L-COtDmHNd'tO d'wNL-Hmmd'ONtoHInmd'CONL HmOd' mMwNL OtoO MtTM 00 4 H N N N M M -tT M M %D r r W W MM000HHNNMMMd'd LnU)t4 -O00O 0 r-qi now gL NNNNNNNNNNNNNNNNNNNNNNNMMMMMMMMMMMMMMMMMMMMMd 'd ' d ' d ' tTd ' d ' d ' d ' d ' d ' d ' d'd'd'd V C:r CT d' OtnOlnOlf101nOlnOU7 OLCI OLl 1011 lOLnO ln O tn O Ln O tn O tn O tn O tn O tn O tn O Ln O tn O Ln O Ln O Ln O Ln O tn O tn O tn O tn O Ln O tn O tn LO U) rIHNNMMd't1'mm rIrINNMMd'd'm0 C-4HNNMmNTNr 0 m HHNNMm 'IT RW m m HrINNMMd'd ... + .. ..... + + . . .. .... + . + + + .. . + ... + . + .. + .. + . . + . + + + + + + + + + + + + + + + + d' d' LO LO LO LO Lf 1 U1 U) U1 Ln LO U) LO tO tD tD to tO tO tD tD tO tD %D t0 L- L- L- L- L- L- L- L- t- L- L- L- 00 00 OD 00 00 CO 00 00 00 00 00 CO 01 01 ON Ol ON 01 CA O) ON 0) M M O O H H F✓N H -jHHI-'F-'h'HHF'F' HHh'FjH - AHHHHHh - jr-' HF -'F-'H►-'F-'1-'F-'HH1- 4 F.jHH- -j -a H H I-j H H H HH' - jI- jHHHh'HHH C71 moo 001P.- 10. W W W W W W W W W W W W NNNNNNNNNNNNNHNH►-' F- '1--+F-'H1--'1--'H0000000000 . + + + + + ....... + . + + + .. + + + .... + + . . . + f + + + + + + + + + + + + + + + NNI-'N UlLn P. 10. W W NNF'N UIUI.41 .P W W NNHN UiUiOb .P W W NNNN UIUi0P&P W W NNFjH UIUIOPOP W W NwHH Ul OUIO UI OUlOUIOUl0 0 0UlO Ul OUlOUlO UI O0OUlOUlOUIOUIOUlOUlOUlOUlO Ui OUlO Ul OUiO Ul O Ul OUIOUlO 0 O UI O 0 O W W 000000 W W W W W W W JJJJJJJJJJJJJJJ J X00% 01010 0M01 01 01 01 01 MMMUIUIUIUIUIUIUIUIUIUIUIUIUIUIUIUI0M0 mO W J01U1U1 A W w -A 0w W W -4 m m 0 P. lob W WNHF- +00wwwW.-J m 01 0 W NN I- H00100000JJmmO.P.P W W NN F- H00 Ui0l01JlOON Pm00H w01lflwm0N)01lOW JHunU OW W N011-+UIO.PIfl W W N0 HLntOW JHLn0W00N01 jLnO.PtOW MWJF-'0H00 JH W--j 0UINH NU oo P. PU100 F-U100W wwM.D. kDW owOOHHN W UIJtONUl00NM0U oLnHJ WtOm W Hm VINOJF -+ON W P PNJOJUIJNIOWJ-10W lOW DPW O How NAP W HHUI- -4w ---j O-m PmNI-+U1NNOlW o.wLn o WPW U1oJJOUI N%j PP ONN W WUIF-+UlUlHNJUlCO 0Ul000UINtON W W W How coo. NNOUI WF - +JHOAPW a%w00HNNNHJHN0 W N N N F-j H H N H Fj r Fj H H W W W N N N► -j H H O O O O l0 %0 l0 0 0 k0 w W W W W W W W W W W J J J J W W W W W W W W W W W 00 W W W W W W W J J J J J J J J J J J IOUlF -+J W 0 J.P.-Hw0% PNw- -4m P.wH0wJONUIP WNNOOlOwww0 WA. ul m 0 0LnUI4A.IP W WNNHN00%Dw W W WJ -.1mm M UI JPOHMw W.P W NJW 0%,0tD - Ln00Nt00U1 PAP P P0J0MW W W JUIONF - + nx�-%O W WNJNJNJNJ W W rb.%D0 HJW%OUIHW Ul0W%.o W UIN W O AW UIJ0WtDUIWOA.PW o..Vi00W HWJOlOJO WO W m- 100011ON H00NW0\00I j W Ln o. W W.O.MW H b 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 \ 10 10 10 10 10 10 10 10 10 v 10 10 10 10 10 io i0 CCCCCCC CCCCCCCC CCCCCCC CCCCCCC CCCCC CCCCCC CCC CCCCC OL OL DD >9 >99 >> >> >>DDD OL >9> >9 (Y > > >a D D ' a> >> a a Cy a a OL a Ol of (Y (Y of OI— 0 OL aa a OIOI olotol olol0lololaolaaolololaolololotaaololaol � 01 o1o1aolaaotolotol mr , d 0Hq-zr DMd r4 L - L -%O Ln \ONO)00 m NI m%Dmf 10NMMd riU) OOL ri0N000Oe- iIOOL- %.0wNODL-L-01MOif1M w0kDr- M0)NMr -ICTw w M0r -w%D m 00 d' dl d'NO Cl) lOIm t-0) COr-it- 00t - Cl) d 0mNi- II- r- ICS) LOO , 00ON 0 NInt-0 NLn00NLnMM[-N%Dr-I%O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C . M9(a c4kON0OO)NML! Lf)O)LLIN�OGDr r- i000)riLf cp 9k�oO4riO)�Od'MMMd'd'LnLt ;.4MN ri0O1O;o09kO,OL!)d'MMN r�ri00O (O C0 d d' d' U) LO t0 L- ri co r- Lf) O d' d d' LO m q.T ri OO LO M M N r I H 0 0) O% ON 00 CO CO CO 00 O 00 co CO co co O co co W CO L- L- L- L- L- L- L- L- L- L- L- L- L- L- L- kD lO %D rl ri ri r♦ r-i ri ri N N Cl) d' LO LO U) d M N N N ri H ri r♦ ri 1-4 H C-4 OI�M0MMM00 W M M r r-4 0 %D %D 0 W N r-i lD %D W M - M 0 N V-4 0 m r- m k DC-10OOw0r-0)r -iwm ,T 0 riO)LnO)MCO%OOICOd'0mriONO) In000)r l�OII�COm% O% OOMt- sOM000) mdrd' COmrid' ritimCONmMOd-O)L-Nm\OO)wMrid'ri -i Dm CO L Hu)LnriMOd drO N tfl O -RTH m - -;rNL - Nw , TH%Or- LriL-L-M0d'CO%0ri rrko m d'Nm0 ;rMr100O Orr ril MCON�om04 f) 00O01O101O100L-U)Mr -1CO LnM0 VDL- O00MMr- iNr- MNML- OOU1 0) NMNri000 %0M0r-MO%UlHL O0 Hr M CO MCOMCOMCOML 0 H N M q:r LO r- W 0 M% DMML-ONdttOL-0OriNMM- c COO )m00riNNMMd'd'Lf)1Ow(-(-0O00O m00 riHNNMMd'd'Lf m O) O) O O) O) 01 O) M O 0 0 0 ri ri N N N N N N M M M M M M M M M M M M M M d' d' d' d' d' d' It d' d' d' d' d d' d' d' d' d' d U) Ln Ln 0 Ln Ln Ln Ln Ln In Ln to H ri ri ri H H H ri ri H H ri ri ri H ri H ri H ri H H ri ri ri ri ri ri ri H ri ri ri H ri H ri ri ri ri ri ri ri H ri ri H ri H ri H ri ri ri H ri o o omomo )O M Cl) d'd'LOLO V- 4HNNMMd'd'mm 9-4HNNMMd'.0 L m HHNNMMd'gzr0M HHNNC)Md'd'mm rirINNMMd'd . ........+++++++++++++++..+. .. ++. . + + .. .. + + + + +. .. . + + .... LnLnLnLnLnLnW% 0l O% 0% 0% 01Owk0% 0% 0% 0il- Ll- L- L- L- l- l- L�L I- L- L- L- COCOC0000000C0O0O0C0O0w01ONm010 )mO)mO10)0%0) 0000000000 ri rie- Iris- Irirle- Ir- irirlr-irirle -ie 1rirlririr- irIr- irlriririr- Irir1r1riHririH HririririHHe- I rlHrie- L r r rir ri iiHl NNNNNNNNNN I -1 9 mmimirrimmir 20 +50 156.2521 68.13 Q V 20 +55 156.7179 67.64 Q V 21+ 0 157.1805 67.16 Q V 21+ 5 157.6398 66.70 Q V 21 +10 158.0961 66.25 Q V 21 +15 158.5493 65.80 Q V I 21 +20 158.9995 65.37 Q V I 21 +25 159.4468 64.95 Q V 21 +30 159.8913 64.54 Q V 21 +35 160.3331 64.14 Q V I 21 +40 160.7721 63.75 Q V 21 +45 161.2085 63.37 Q V 21 +50 161.6424 62.99 Q V 21 +55 162.0737 62.63 Q V 22+ 0 162.5025 62.27 Q V 22+ 5 162.9289 61.91 Q V 22 +10 163.3530 61.57 Q V I 22 +15 163.7747 61.23 Q V 22 +20 164.1941 60.90 Q V 22 +25 164.6113 60.58 Q V 22 +30 165.0264 60.26 Q V 22 +35 165.4392 59.95 Q V 22 +40 165.8500 59.64 Q V 22 +45 166.2587 59.34 Q V 22 +50 166.6654 59.05 Q V 22 +55 167.0701 58.76 Q V 23+ 0 167.4728 58.48 Q V 23+ 5 167.8736 58.20 Q V 23 +10 168.2725 57.92 Q V 23 +15 168.6696 57.65 Q V 23 +20 169.0648 57.39 Q V 23 +25 169.4583 57.13 Q V 23 +30 169.8500 56.87 Q V 23 +35 170.2399 56.62 Q V 23 +40 170.6282 56.37 Q V 23 +45 171.0147 56.13 Q V 23 +50 171.3997 55.89 Q V 23 +55 171.7829 55.65 Q V 24+ 0 172.1646 55.42 Q V 24+ 5 172.5409 54.63 Q V 24 +10 172.9045 52.80 Q V 24 +15 173.2420 49.01 Q V 24 +20 173.5403 43.32 Q V II 24 +25 173.7922 36.57 Q V 24 +30 173.9877 28.38 Q V 24 +35 174.1228 19.62 Q V 24 +40 174.2149 13.37 Q V 24 +45 174.2773 9.05 Q V 24 +50 174.3176 5.86 Q V 3 24 +55 174.3448 3.94 Q V 25+ 0 174.3619 2.49 Q V 25+ 5 174.3729 1.59 Q V 25 +10 174.3801 1.04 Q V 2 25 +15 174.3858 0.84 Q V 25 +20 174.3904 0.66 Q V 25 +25 174.3937 0.48 Q V 3 25 +30 174.3958 0.31 Q V 25 +35 174.3967 0.13 Q V Eig /77 I FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) Civi1CADD /Civi1DESIGN, 1990 Study date: 4/ 3/91 ROUTING UNIT HYDROGRAPH INTO BASIN 100 YEAR, 3 HOUR FILE NAME : ROT103 CITRUS AVENUE DETENTION BASIN * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: TON13.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 55 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 549.3 (CFS) Total volume = 53.83 ( Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol ( Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0 -1--1--{ + ++++ +-F +++ ++ +-I-++ +++ +++++ ++ +++ ++++++++-f ++ i- +-F +++++ ++ ++-f ++++++++ ++++-1 + ii Process from Point /Station 1.000 to Foint /Station 2.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data Total number of inflow hydrograph intervals = 55 ii Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 ( Ac.Ft) Initial basin outflow = 0.00 (CFS) il Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) ii (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 4.000 5.421 69.487 5.182 5.660 gill 5.000 7.672 83.513 7.384 7.960 6.000 10.036 95.501 9.707 10.365 7.000 12.512 106.144 12.146 12.878 8.000 15.094 115.812 14.695 15.493 9.000 17.788 124.734 17.358 18.218 10.000 20.597 133.058 20.139 21.055 11.000 23.521 140.892 23.036 24.006 rii: 12.000 26.565 148.312 26.054 27.076 13.000 29.739 155.378 29.204 30.274 14.000 33.052 162.137 32.494 33.610 /7 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; '0'= outflow at time shown Time Inflow Outflow Storage Depth I (Hours) (CFS) (CFS) (Ac.Ft) .0 137.3 274.7 412.0 549.3 (Ft.) 0.083 1.1 0.0 0.004 0 0.0 0.167 4.3 0.3 0.021 O 0.0 0.250 11.5 0.9 0.072 O 0.1 0.333 22.6 2.3 0.178 OI 0.1 0.417 36.1 4.6 0.357 0 I 0.3 0.500 52.8 8.0 0.620 0 I 0.5 I 0.583 71.1 12.5 0.977 O I 0.7 II 0.667 84.9 18.1 1.409 0 I 1.0 0.750 95.3 24.2 1.884 0 I 1.4 0.833 103.8 30.5 2.382 0 I 1.8 I 0.917 110.1 37.0 2.886 0 I 2.1 E 1.000 115.8 43.4 3.387 0 I 2.5 1.083 120.8 49.7 3.881 0 I 2.9 I 1.167 125.3 55.9 4.364 0 I 3 . 2 1.250 129.6 62.0 4.836 0 I 3.6 1.333 134.2 67.9 5.297 0 I 3.9 1.417 138.9 71.6 5.757 0 I 4.1 I 1.500 143.3 74.5 6.225 0 I 4.4 1.583 146.8 77.5 6.701 0 I 4.6 1.667 149.7 80.4 7.178 0 I 4.8 1.750 152.7 83.4 7.655 0 I 5.0 1.833 156.3 85.9 8.136 0 I 5.2 1.917 163.0 88.4 8.636 0 I 5.4 2.000 178.2 91.2 9.192 0 I 5.6 2.083 219.3 94.9 9.920 0 I 6.0 2.167 282.7 99.6 10.979 0 I 6.4 2.250 373.4 106.2 12.530 0 I 7.0 2.333 455.9 114.1 14.627 0 I 7.8 ;. I 2.417 505.9 122.5 17.124 0 I 8.8 2.500 549.3 130.9 19.885 0 I 9.7 2.583 545.0 138.8 22.725 0 I 10.7 2.667 442.7 144.9 25.149 0 I 11.5 il 2.750 356.8 149.0 26.890 0 I 12.1 2.833 298.7 151.8 28.112 0 I 12.5 2.917 242.5 153.6 28.924 0 I 12.7 I 3.000 211.8 154.7 29.427 0 I 12.9 3.083 180.3 155.3 29.710 OI 13.0 3.167 154.8 155.5 29.794 0 13.0 3.250 128.6 155.3 29.700 I 0 13.0 3.333 110.2 154.7 29.455 I 0 12.9 3.417 92.1 153.9 29.089 I O 12.8 3.500 72.1 152.8 28.597 I 0 12.6 3.583 51.3 151.4 27.974 I 0 12.4 II 3.667 34.8 149.8 27.234 I 0 12.2 3.750 20.6 147.9 26.399 I 0 11.9 3.833 13.2 145.7 25.505 I 0 11.7 3.917 8.9 143.5 24.585 I 0 11.3 4.000 5.7 141.2 23.655 I 0 11.0 4.083 3.6 138.8 22.723 I 0 10.7 I 4.167 2.4 136.3 21.796 I 0 10.4 4.250 1.9 133.8 20.881 I 0 10.1 4.333 1.4 131.2 19.979 I 0 9 . 8 4.417 1.0 128.6 19.093 I 0 9 . 5 4.500 0.6 126.0 18.222 I 0 9.2 4.583 0.3 123.3 17.366 I 0 8.8 4.667 0.0 120.6 16.527 I 0 8.5 3 4.750 0.0 117.8 15.707 I 0 8.2 ry;J // Ol %D M O r- In N m 1D d' ri m tD d' N m %D M O O Ln M ri 01 CO %D In d' M e-I O O m CO r- r- %D 1D In m d' d' d' M M M M N N N N N N c-1 c-I rl r-I r-i H r-1 ri r-i r ri . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O . t` 9 9 9�� %0 In Ln In to d' 4 d' d' M M M M N N N N ri ri 4 ri 4 ri 4 4 ri O O O O O O O O O O O O O O O O O O . O O O O O O O O O O O O O 00000 00000 00000 0000 0000 \� 00000000 HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHH000000000000000000000000000000000 d N01 DMOOII I - OINr m%DO m mm 0ClD%D0%D.R01MN m Nri0ri0wm 1 10 nHHr- O N H N O �Dl00LnMNMlO ri lD Mri000N d'l- 0Nmr -Im m OcrOCOOIriIDMNNrmr-0mm -r w m C-i o N Lo m m N o m m m c--i m tD otzr oOMOIUIHrI --T Hmkod - Nowt nd m N H o m w r- m H m Q w HmwNInOId'00M00Mw gr-4r-d riO7Od NO w%Dm .:r m r-i 0 m m w r- r- �o U) m ";r d'd MMMNNNNNC -4 a iHr-IHHC- 1ri000 d d MNriri001mwr-r N N N N N r-I r-I H r-i H r-I H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H H H H H H H HNmm m nmmmN C-4 0 mNOLnI- d' 10r-IOM 01 COO1M mr- r- mNr- m 0wr-r-w ON 1n0mwcn CO d'r-Il"d'ricoO od' N 0cor-Ln19T MN r10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LnN(II 48I�d'r-ICOIn ;c;LnNGONr:c Cc d'O�DMOcOLnc4 -101001DL1 'Nri0010 100I �1Ot0LnLn4d 'd'MMMNNNNNrie-i1i44r- 1r 4 H H 0 0 0 O 01 M M W O O r- r- r- %D %D M M d' d' d' M M M N N N N ri ri H ri ri H ri ri ri H ri H H ri 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O M l- 0 M r O M r- 0 M r- O M !` O M !` O M r- O M r O M r- O M r O M r- O M r- 0 M r- O M L- O M r- O M r- O M I- O M r- O M r- O M r- 0 M L- O M MH0W%DM MH0W0MMH0W0 D0Mr40M%D0Mri0WWLOMri0MWMMH0 W %D MMH0W kD MMc- 40W%DMMH0W%DMMri000 woo or-4N M .I;T In to 10 r - O 00 0 ri N M d' to to w !` m m O O H N M d' to to w r - 0 01 O O rI N M qqr In m w rl O 01 O O T - I N M d' to m 1D r- 0 0 0 0 d d'ln In Ln In In Ln m Ln In to to In t0 %D W %D %D %D W %D %D %D w k D r r r� r r- r r r - r - r- L - r- O M 00 CO O O 0 CO 00 CO CO W O O) O 0)(Y% ON M ON O1 01 O Ol 0 O 0 e -I H ... r`.8 F F j F 71 j j 7-3 1 j t j I a _.. ..., If I 10.167 0.0 0.9 0.070 0 0.1 10.250 0.0 0.8 0.065 0 0.0 10.333 0.0 0.8 0.059 0 0.0 10.417 0.0 0.7 0.054 0 0.0 10.500 0.0 0.6 0.050 0 0.0 10.583 0.0 0.6 0.045 0 0.0 10.667 0.0 0.5 0.041 0 0.0 10.750 0.0 0.5 0.038 0 0.0 10.833 0.0 0.4 0.035 0 0.0 10.917 0.0 0.4 0.032 0 0.0 11.000 0.0 0.4 0.029 0 0.0 11.083 0.0 0.3 0.027 0 0.0 11.167 0.0 0.3 0.024 0 0.0 11.250 0.0 0.3 0.022 0 0.0 11.333 0.0 0.3 0.020 0 0.0 11.417 0.0 0.2 0.019 0 0.0 11.500 0.0 0.2 0.017 0 0.0 11.583 0.0 0.2 0.016 0 0.0 11.667 0.0 0.2 0.014 0 0.0 11.750 0.0 0.2 0.013 0 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 141 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 155.5 (CFS) Total volume = 53.82 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol ( Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** //V +" FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CivilCADD /Civi1DESIGN, 1990 Study date: 4/ 3/91 ----------------------------------------------------- ROUTING UNIT HYDROGRAPH INTO BASIN 100 YEAR, 6 HOUR rri CITRUS AVENUE DETENTION BASIN FILE NAME : ROT106 ------------------------------- HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: TON1 * * * * * * * * * * * * * * * * * * * * * * * * * * ** ON **** *** * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA Number of intervals = 91 " Time interval = 5.0 (Min.) Maximum /Peak flow rate = 549.3 (CFS) Total volume = 75.45 (Ac.Ft) rrr Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 ,,. Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ process from Point /Station 1.000 to Point /Station 2.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data r Total number of inflow hydrograph intervals = 91 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) *� ------ -------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS). - -- _ _ _ _ Depth vs. Storage and _ _ -------------------- Depth vs. Discharge data: S +O dt /2) Outflow (S- O *dt /2) Basin Depth Storage (Ft.) (Ac.Ft) CFS) ( Ac _Ft)---- (Ac_Ft) - - -( ----- --- ------------- 0.000 0.000 0.000 0.000 0.000 5.660 4.000 5.000 5.421 7.672 69.487 83.513 5.182 7.384 7.960 �j 6.000 10.036 95.501 106.144 9.707 12.146 10.365 12.878 7.000 8.000 12.512 15.094 115.812 14.695 15.493 9.000 17.788 124.734 17.358 18.218 ai 10.000 20.597 133.058 20.139 23.036 21.055 24.006 00 11.000 12.000 23.521 26.565 140.892 148.312 26.054 27.076 13.000 29.739 155.378 29.204 30.274 rr 14.000 33.052 162.137 32.494 33.610 ----- ------------------------------- ----------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'= outflow at time shown � Time Inflow (CFS) Outflow (CFS) Storage (Ac.Ft) .0 137.3 274.7 412.0 549 . 3 (F0.) (Hours) 0.083 0.8 0.0 0.003 0 0.0 0.167 3.0 0.2 0.015 0 0.0 4M 0.250 8.1 0.6 0.050 0 0.1 X0.333 15.8 1.6 0.125 0 0.2 JW 0.417 25.1 3.2 0.249 OI 0.3 0.500 36.6 5.5 0.431 0 I 0.5 0.583 49.0 8.7 0.677 0 I 0.7 0.667 58.1 12.5 0.973 0 I 1.0 dd 0.750 64.7 16.6 1.296 0 I 1.2 0.833 69.8 20.9 1.630 O I 1.4 0.917 73.2 25.2 1.964 0 I 1.7 Sri 1.000 76.0 29.4 2.290 0 I 1.9 1.083 78.2 33.4 2.605 O I 2.1 +� 1.167 79.8 37.2 2.906 O I 2.4 1.250 81.1 40.9 3.191 0 I 2.6 1.333 82.3 44.4 3.460 0 I 2.7 1.417 83.6 47.6 3.715 0 I 2.9 1.500 84.9 50.7 3.957 0 I 3.1 1.583 86.3 53.7 4.187 0 I 3.3 1.667 87.7 56.5 4.407 0 I 3.4 .�� 1.750 88.9 59.2 4.617 0 I 3.6 1.833 90.2 61.7 4.817 0 I 3.7 0 1.917 91.6 64.2 5.010 0 I 3.8 2.000 93.0 66.6 5.195 0 I 4.0 4" ! 2.083 94.6 68.9 5.374 OI 4.1 2.167 96.2 70.3 5.552 OI 4.1 2.250 98.0 71.4 5.733 OI 4.2 2.333 100.0 72.6 5.918 OI 4.3 2.417 102.1 73.8 6.110 OI 4.4 2.500 104.3 75.0 6.308 0 I 4.5 2.583 106.8 76.3 6.514 0 I 4.6 2.667 109.2 77.6 6.728 0 I 4.7 2.750 111.8 79.0 6.950 0 I 4.8 2.833 114.5 80.4 7.180 0 I 4.9 2.917 117.3 81.9 7.419 0 I 5.0 3.000 120.3 83.5 7.668 0 I 5.1 3.083 123.6 84.8 7.928 0 I 5.2 3.167 127.2 86.2 8.203 0 I 5.3 3.250 131.1 87.7 8.49 0 I I 5.5 135.4 89.2 8.802 0 5.6 di 3.333 3.417 139.8 90.9 9.129 0 I 5.8 3.500 143.8 92.6 9.474 0 I 5.9 3.583 147.1 94.5 9.831 0 I 6.1 3.667 149.7 96.2 10.196 0 I 6.2 3.750 152.7 97.8 10.570 0 I 6.4 3.833 156.3 99.4 10.954 0 I 6.5 „ 1 3.917 163.0 101.2 11.363 0 I 6.7 id 4.000 178.2 103.2 11.834 0 I 7.0 4.083 219.3 106.0 12.482 0 I I 7.4 4.167 282.7 109.7 13.468 0 I 7.9 4.250 373.4 115.3 14.953 00 I 8.7 4.333 455.9 122.1 16.991 I 9.6 4.417 505.9 129.6 19.436 0 I 10.5 4.500 549.3 137.2 22.151 00 I 11.5 di 4.583 545.0 144.4 24.950 I 12.2 4.667 442.7 150.0 27.337 0 I 12.8 am 4.750 356.8 153.8 29.044 0 4i M r4qcrow oww mgl:rMNrl0mr-%Dd'Mrlmr .4. N MOI`MOL grfi D MH N orL ONHmrl kodrMNHo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . MMMMMMMMMMMMMN. N . N . N. NNrir -le- lriOOOOO\O\0 . c0c0c (��[�tfllD��Ln u d' 4499MN. N NN Nririe-Iririri4 H H r-1 H H H H ri H ri H 9-1 H rl ri H r-i H H H r-i H H H r-i H r-I H H H H 0000 00 0000000 000000000000 H H H H H 000000 HHHH 000000 000000 HHHHH 00000000 HHH 0000000000000 H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H Md'L- N0r-IkD NN%.DM0 0W% D%00 r- IMNNNL- NNWr4 000MI `riOrilONr4 0 d w0OId'NMID Mriw * r - id' 00L NMrid' Mr I L- N Lnmm w0 Ln ML , Ol0e - INLnm%3 lflri O e- r-Idr f r-ICTm[-MN%rmInm";rm m d'0[- N O d I- CD I- n m r-4 w m ri L- M 00 d 0 14:r O N to w 0 ri N d m kD L- O O N lqr w w 0 m to m N 1D Ol M L- N ID ri ID ri L- Cl) a% %D M 0 r- tf) M r-4 ON L- lD Ln M . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O ri ri ri ri ri ri r1 ri O O O O� Ol CO CO 9 9 lfl lfl Ln d' 4 M N rl O O1 CD 9 9 l0 Ln 4 M M N ri O O� O CD 9 9 , fl l0 Ln Ln 4 4 M M M M N N N N r i ri ri r-; rl M M M M M M Cl) M M M M M N N N N N N N N N N N N N N N H H H H H H ri H H H r H ri d 0mmkOmHr-"%D0Nd'd Lnlnd' MrI% D0HC- 10wNwNw0mMm0r- 4mind'd'LndrrlrirIL-MOM COIOmwr . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ID CO C0C�0;01C1COC;991DLnd'MNr COCl9IO4CN( I�LnC OC9 n ( O( I% d 1; COLnNO1lO9( I94C t9481O8LnOtflNO1Ln t 889 n Mri C\9 Ln LO M Ln Ln to Ln Ln Ln Ln Ln Ln Ln Ln 0 Ln to Ln d' dr d' d d' d' M M M M N N N H ri H H O O O Ol Ol Ol Ol w O O r L L w w Ln Ln d• d• M M M M N N N N ri r♦ r♦ ri H r-I H H ri H H H H ri ri ri r{ ri H H ri ri ri ri r-i H ri ri ri ri ri r-i ri H r-I H r-I r-I ri r-I r- Ln CCI :r O Ln M O d' %D O r- O Ol ri w M N w N w w %D M lD CO r- M Ln N O I` .9r N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O N ri ri O1 Ol ri Ln Ol M 9 O Ln 4 (1 Ln ri 4 4 4 ri O O\ M O . Ln M N r1 ri ri O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Old'r - I COLnMMNHT -400OIOI000OCOI-%Dtnd' NHH NNNHHriHr1HHri ML- OML OML- OML- OML- OMI- OMLh OML -0mr-0mr-0Ml-ON1l-OML-OMI-OMl -O MI-OML-OMI Mri000%D U) Mri0OD DLnM 00MOLnMri0w% Dmmri0w%DLnMr-- I0w0nmH0w%Dmmri0 w%D0MHOC w m mH0w O m O O e-I N M d' Ln Ln lfl L- w m O O r♦ N M dr 0 to lD I` 0 0 0 0 ri N M d' M LO lD r- w Ol O O ri N M d' 0 Ln lD r- 0 01 O O H N M d' 0 0 0 r- O 0 O O 44 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LnUnLnLnLnLnLnLILnLnLnLn %D1D1DIDl % 0lD% 0lD% 0l DlDl � L�L�I�I�L�I�I�I�999000;0;0;0;0; CO CO 000000 C0 C1 O1 01 01 01 01 01 01 0 8 e ri f t -.... f f ...�. '. i 10.167 0.0 16.1 1.260 0 0.9 10.250 0.0 14.8 1.153 0 0.9 10.333 0.0 13.5 1.056 0 0.8 10.417 0.0 12.4 0.966 0 0.7 10.500 0.0 11.3 0.885 0 0.7 10.583 0.0 10.4 0.810 0 0.6 10.667 0.0 9.5 0.741 0 0.5 10.750 0.0 8.7 0.679 0 0.5 10.833 0.0 8.0 0.621 0 0.5 10.917 0.0 7.3 0.569 0 0.4 11.000 0.0 6.7 0.521 0 0.4 11.083 0.0 6.1 0.477 0 0.4 11.167 0.0 5.6 0.436 0 0.3 11.250 0.0 5.1 0.400 0 0.3 11.333 0.0 4.7 0.366 0 0.3 11.417 0.0 4.3 0.335 0 0.2 11.500 0.0 3.9 0.307 0 0.2 11.583 0.0 3.6 0.281 0 0.2 11.667 0.0 3.3 0.257 0 0.2 11.750 0.0 3.0 0.235 0 0.2 11.833 0.0 2.8 0.215 0 0.2 11.917 0.0 2.5 0.197 0 0.1 12.000 0.0 2.3 0.180 0 0.1 12.083 0.0 2.1 0.165 0 0.1 12.167 0.0 1.9 0.151 0 0.1 12.250 0.0 1.8 0.138 0 0.1 1 12.333 0.0 1.6 0.127 0 0.1 12.417 0.0 1.5 0.116 0 0.1 12.500 0.0 1.4 0.106 0 0.1 12.583 0.0 1.2 0.097 0 0.1 12.667 0.0 1.1 0.089 0 0.1 f 12.750 0.0 1.0 0.081 0 0.1 12.833 0.0 1.0 0.075 0 0.1 12.917 0.0 0.9 0.068 0 0.1 13.000 0.0 0.8 0.063 0 0.0 13.083 0.0 0.7 0.057 0 0.0 13.167 0.0 0.7 0.052 0 0.0 13.250 0.0 0.6 0.048 0 0.0 13.333 0.0 0.6 0.044 0 0.0 13.417 0.0 0.5 0.040 0 0.0 13.500 0.0 0.5 0.037 0 0.0 13.583 0.0 0.4 0.034 0 0.0 13.667 0.0 0.4 0.031 0 0.0 13.750 0.0 0.4 0.028 0 0.0 13.833 0.0 0.3 0.026 0 0.0 13.917 0.0 0.3 0.024 0 0.0 14.000 0.0 0.3 0.022 0 0.0 14.083 0.0 0.3 0.020 0 0.0 14.167 0.0 0.2 0.018 0 0.0 14.250 0.0 0.2 0.017 0 0.0 14.333 0.0 0.2 0.015 0 0.0 14.417 0.0 0.2 0.014 0 0.0 14.500 0.0 0.2 0.013 0 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 174 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 159.6 (CFS) Total volume = 75.44 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) Civi1CADD /Civi1DESIGN, 1990 Study date: 4/ 3/91 ROUTING UNIT HYDROGRAPH INTO BASIN 100 YEAR, 24 HOUR CITRUS AVENUE DETENTION BASIN FILE NAME : ROT124 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: TON124.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 307 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 549.3 (CFS) Total volume = 174.40 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth-outflow-storage data Y Total number of inflow hydrograph intervals = 307 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 4.000 5.421 69.487 5.182 5.660 5.000 7.672 83.513 7.384 7.960 6.000 10.036 95.501 9.707 10.365 7.000 12.512 106.144 12.146 12.878 8.000 15.094 115.812 14.695 • 15.493 9.000 17.788 124.734 17.358 18.218 10.000 20.597 133.058 20.139 21.055 11.000 23.521 140.892 23.036 24.006 12.000 26.565 148.312 26.054 27.076 13.000 29.739 155.378 29.204 30.274 14.000 33.052 162.137 32.494 33.610 ,y ------------------------------------------------ Hydrograph Detention Basin Routing Graph values 'I unit inflow; 'O'= outflow at time shown -------- Time --------------------------------------------------------- Inflow Outflow (CFS) Storage (Ac.Ft) .0 137.3 274.7 412.0 Depth 549.3 (Ft Hours) (CFS) 0. 0.083 0.6 0.0 0.002 0 0.0 0.167 2.2 0.1 0.011 0 0.0 0.250 5.8 0.5 0.036 0 0.1 0.333 11.3 1.1 0.089 0 0.1 0.417 17.9 2.3 0.178 OI 0.2 0.500 26.0 3.9 0.307 OI 0.4 0.583 34.7 6.2 0.481 0 I 0.5 0.667 40.9 8.8 0.690 0 I 0.7 0.750 45.3 11.7 0.916 0 I 0.8 0.833 48.5 14.7 1.147 0 I 1.0 0.917 50.5 17.6 1.377 OI 1.2 1.000 52.0 20.5 1.599 0 I 1.3 1.083 53.0 23.2 1.810 0 I 1.5 1.167 53.7 25.8 2.009 0 I 1.6 1.250 54.0 28.1 2.194 0 I 1.7 1.333 54.3 30.3 2.366 0 I 1.9 1.417 54.6 32.4 2.525 0 I 2.0 07 1.500 54.8 34.3 2.672 0 I 2.1 1.583 55.1 36.0 2.809 OI 2.2 1.667 55.4 37.6 2.936 OI 2.3 1.750 55.5 39.1 3.053 OI 2.3 1.833 55.6 40.5 3.162 OI 2.4 bi 1.917 55.7 41.8 3.261 OI 2.5 2.000 55.8 43.0 3.354 OI 2.5 '* 2.083 56.0 44.1 3.439 OI 2.6 2.167 56.1 45.1 3.518 OI 2.6 2.250 56.2 46.0 3.591 OI 2.7 2.333 56.3 46.9 3.658 OI 2.7 2.417 56.5 47.7 3.721 OI 2.8 di 2.500 56.6 48.4 3.779 OI 2.8 2.583 56.7 49.1 3.833 OI 2.9 2.667 56.8 49.8 3.883 OI 2.9 2.750 57.0 50.4 3.930 OI 2.9 2.833 57.1 50.9 3.974 OI 3.0 2.917 57.2 51.5 4.015 OI 3.0 3.000 57.3 52.0 4.053 0 3.0 3.083 57.5 52.4 4.089 0 3.0 3.167 57.6 52.9 4.123 0 3.1 3.250 57.7 53.3 4.155 0 3.1 3.333 57.9 53.6 4.185 0 3.1 3.417 58.0 54.0 4.213 0 3.1 3.500 58.1 54.4 4.240 0 3.1 q " 3.583 58.3 54.7 4.266 0 3.2 3.667 58.4 55.0 4.290 0 3.2 3.750 58.6 55.3 4.313 0 3.2 3.833 58.7 55.6 4.335 0 3.2 3.917 58.9 55.8 4.356 0 3.2 4.000 59.0 56.1 4.377 0 3.2 4.083 59.1 56.4 4.396 0 3.3 'R1 4.167 59.3 56.6 4.415 0 3.3 4.250 59.4 56.8 4.433 0 3.3 4.333 59.6 57.1 4.451 0 3.3 4.417 59.7 57.3 4.468 0 3.3 4.500 59.9 57.5 4.485 0 3.3 4.583 60.0 57.7 4.501 0 3.3 4.667 60.2 57.9 4.517 0 3.3 +.� 4.750 60.4 58.1 4.533 0 d' -c:r -I:r d' �r d' d' v %r Ln Ln 0 0 0 Ln Ln Ln 0 In t0 1 0 %D t0 tD t0 %D t0 0 1- r- r- r- r- r- r- r- r- co co co 0o co 0o co 01 ON 01 ON ON rn ON O O O O O O O O 0 H H H r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . M M M M c4 c4 f`1 f'1 M M CM C1 M M M M c4 CM M M CM M M M M M M M N9 c4 M M M M c4 M M M c4 M M M M M M M M c4 M M M 4 4 4 4 4; 4 4 4 d' 4 4 4 HHHHHHHHHHHOOOOOOOOOOOO 0000000000000000000000000000000000000000000000000000 Od'OIMONL-r-Iif mmr nmmwNl0OLnO - r-1t—crr -I Mtod'N0Wrt tOln -t:Yd d d'd In%DMNI- MOMWM d l0 L , OIONM mQ r , OIONmgZ1 , Q �0)0NMd'toL cc) Or m . to coa% Md t0 0 0NMLnL-OIriM Ln r , 01r- m cc) H 4 LO LO LO LOQ%D 0t0t0t % 0L- L- L- L- r L `L�www00O000001O1OlO10M0000000 H r-iHHr-iNNNNNNMMMMMd' d d -;TMLO . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . L . . . . . . . . L . . . . . . . . . . . d' d' d' 4 44did'd'd'd'd'd'd'd'd'd'�rd'444 V'd'�7'd'd'�Yd'44LnUnLnLflLI LnLnLnLf LnLnUnLnLf LU LnLnLnV;U;L V;LU L�LnLnLnLnLnLnLnUnLn mmr- mHNd't000ONmmr- m rlNd't woNm m H m mr �m - -i m mr - m H M t0 0 ONd r- mH to 0lri to r , m . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Co C� CA 1 o (1 ( 1 O1 Ol Ol 8 O O O O O rl rl ri ,4 4 rI N N N N N M M M M M d� d' 4 4 4 Ln Ln Ln Ln l0 t0 t %t %t l� L� L� L� 00 co 00 0O O1 01 OI O� 01 0 0 0 0 0 0 LoU1 Ln Ln LnLn t0tot0t0t0t0tOtot0totot010tot0t0totot0t0tot0t0totot0t010t0 Otot0t0t0t010tot010toto tDt0t0r L�r L`r L Ln1�000NM0r tor m ri mmr - mr-im M r- M ri M M r- M N..*. kD m H m 0 w 0 m m w 0 m t.0 M r-i dl r- M N M MH -g' [-rl d'l- rld l- rld' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C . . . . . . . . . . . OOOrirlrir{r- 4(4rN NNNNMMMMMd'd'444Ln 1t 9999 CO CO CO C0 O1O10101000Orlr 4Cl rN NMMMCd 4LnLn tflt0t0t0t0t 010t 010t0tflt flt 0Q %DQtfltDtOtfltOt0t0tflt0tfltflt0t000 o Q Q Q Q Q Q Q Q Q Q Q %D Q QQr I L-r- r- r- L- I- r- L- r- r- r- L- Mr- OMr-OMr- OML-OML`OMr OMr�OML OML-OMt`OMr- OMr-OMr1OML`OMr�OMr OML`OMr�0Mr- OM MH0WD D n M H 0 W kD n M H 0 W %DMM H 0 W MO M M r -40WtO Ln MH0WO O n M r -4 0 W tD MM O m m H 0w 0o0100HNM":rm n VD r-w0)00HNMd LnM%Dr-000100HN m -;rm n0r-wO100HNMd Md'LnLntOt- CoON 00 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . d' d'Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln t0 t4 l0 t0 to td t0 t0 t0 t0 t0 kp 9 h � 9 9 � 9 9 9 L` 9 9 Co Co 00 00 00 00 00 C0 00 00 00 00 O1 01 01 01 01 01 O1 01 01 01 O1 01 O O H r-i 40.167 75.8 71.1 5.681 0 4.1 10.250 76.2 71.3 5.714 0 4.1 4.1 0.333 76.6 71.5 5.748 0 4.2 40.417 76.9 71.7 5.783 0 4.2 10.500 77.3 72.0 5.819 0 4.2 0.583 77.7 72.2 5.857 0 4.2 0.667 78.1 72.4 5.896 0 4.2 0.750 78.6 72.7 5.935 0 4.2 10.833 79.0 72.9 5.976 0 4.3 79.4 73.2 6.018 0 4.3 1.000 Z 79.8 73.5 6.062 0 4.3 1 0.917 .083 80.3 73.8 6.106 0 4.3 11.167 80.8 74.0 6.152 0 4.3 ML 1.250 81.2 74.3 6.199 0 4.4 11.333 81.7 74.6 6.247 0 4.4 11.417 82.2 74.9 6.296 0 4.4 1.500 82.7 75.3 6.347 0 4.4 1.583 83.2 75.6 6.399 0 4.5 1.667 83.7 75.9 6.452 0 4.5 11.750 84.3 76.3 6.506 0 4.5 1.833 84.8 76.6 6.562 0 4.5 1.917 85.4 77.0 6.620 0 4.6 12.000 86.0 77.3 6.679 OI 4.6 12.083 86.4 77.7 6.738 OI 4.6 1 2.167 86.6 78.1 6.797 OI 4.6 12.250 86.2 78.4 6.853 OI 4.7 12.333 85.3 78.7 6.903 0 4.7 am12.417 84.1 79.0 6.943 0 4.7 12.500 82.5- 79.2 6.972 0 4.7 12.583 80.8 79.3 6.989 0 4.7 12.667 79.8 79.3 6.996 0 4.7 : 12.750 79.4 79.3 6.998 0 4.7 12.833 79.3 79.3 6.998 0 4.7 12.917 79.6 79.3 6.999 0 4.7 "13.000 80.1 79.3 7.002 0 4.7 13.083 80.7 79.4 7.009 0 4.7 13.167 81.5 79.5 7.021 0 4.7 13.250 82.4 79.6 7.038 0 4.7 13.333 83.4 79.7 7.061 0 4.7 13.417 84.4 79.9 7.089 0 4.8 13.500 85.4 80.1 7.123 0 4.8 13.583 86.5 80.3 7.163 OI 4.8 1 13.667 87.7 80.6 7.208 OI 4.8 13.750 88.9 80.9 7.260 OI 4.8 13.833 90.2 81.3 7.319 OI 4.9 13.917 91.6 81.7 7.383 OI 4.9 14.000 93.0 82.2 7.455 OI 4 . 9 14.083 94.6 82.6 7.533 OI 5.0 14.167 96.2 83.2 7.619 OI 5.0 : 14.250 98.0 83.7 7.713 OI 5.1 14.333 100.0 84.2 7.816 OI 5.1 14.417 102.1 84.8 7.930 OI 5.2 14.500 1 14.583 104.3 106.8 85.5 86.1 8.054 8.190 0 I OI 5.2 5.3 14.667 109.2 86.9 8.338 OI 5.3 14.750 111.8 87.7 8.498 OI 5.4 14.833 114.5 88.6 8.670 OI 5.5 14.917 117.3 89.5 8.855 OI 5.6 15.000 120.3 90.5 9.054 0 I 5.7 15.083 123.6 91.6 9.267 0 I 5.8 15.167 127.2 92.8 9.496 0 I 5.9 15.250 131.1 94.0 9.742 0 I 6.0 15.333 135.4 95.4 10.007 0 I 6.1 '� 15.417 139.8 96.6 10.294 0 I O I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 0 O 0 0 0 0 0 0 0 I OI 0 IO I 0 I 0 I 0 I 0 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 0 0 0 0 0 0 0 0 0 0 0 I x5.500 143.8 97.9 10.601 15.583 147.1 99.3 10.923 5.667 149.7 100.7 11.256 5.750 152.7 102.2 11.598 5.833 156.3 103.7 11.953 15.917 163.0 105.4 12.332 6.000 178.2 107.1 12.776 J6.083 219.3 109.5 13.399 16.167 282.7 113.1 14.361 6.250 373.4 118.2 15.824 6.333 455.9 124.9 17.843 +0416.417 505.9 132.1 20.270 16.500 549.3 139.4 22.968 =46.583 545.0 146.3 25.753 6.667 442.7 151.8 28.127 4 6.750 356.8 155.5 29.822 16.833 298.7 158.0 31.000 ""16.917 242.5 159.5 31.770 wr17.000 211.8 160.5 32.233 17.083 181.4 161.0 32.480 "17.167 159.0 161.1 32.543 L7.250 139.5 160.9 32.462 7.333 131.3 160.6 32.287 17.417 125.0 160.1 32.066 119.4 159.6 31.806 1 7.500 7.583 113.6 159.0 31.512 17.667 107.0 158.3 31.179 17.750 98.7 157.5 30.799 17.833 95.0 156.7 30.384 +ii17.917 91.9 155.8 29.952 18.000 89.1 154.9 29.505 ggl8.083 86.7 153.8 29.048 J18.167 84.9 152.8 28.583 18.250 83.8 151.8 28.115 18.333 83.4 150.7 27.648 '18.417 83.4 149.7 27.188 18.500 84.0 148.7 26.737 18.583 84.9 147.7 26.298 18.667 85.2 85.1 146.6 145.6 25.871 25.451 J 18.750 18.833 84.7 144.6 25.037 18.917 84.1 143.6 24.626 ..19.000 83.4 142.6 24.218 "19.083 82.6 141.6 23.810 19.167 81.7 140.6 23.404 80.8 139.5 23.000 ] 19,250 19.333 79.9 138.4 22.596 22.194 19:417 79.1 137.3 19.500 78.3 136.3 21.794 19.583 77.5 135.2 21.395 19.667 76.8 134.1 20.999 19.750 76.0 133.1 20.605 19.833 75.3 131.9 20.213 74.6 130.8 19.825 1 19.917 20.000 73.9 129.6 19.439 20.083 73.2 128.5 19.057 20.167 72.6 127.4 18.678 : 20.250 72.0 126.3 18.302 20.333 71.4 125.2 17.930 20.417 70.8 124.0 17.562 70.2 122.8 17.197 1 20.500 20.583 69.7 121.6 16.838 20.667 69.1 120.4 16.482 68.6 119.2 16.132 , O I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 0 O 0 0 0 0 0 0 0 I OI 0 IO I 0 I 0 I 0 I 0 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 0 0 0 0 0 0 0 0 0 0 0 0 I I I I I I I I I 6.2 6.4 6.5 6.6 6.8 6.9 7.1 7.3 7.7 8.3 9.0 9.9' 10.8 11.7 12.5 13.0 13.4 13.6 13.8 13.8 13.8 13.8 13.8 13.7 13.6 13.5 13.4 13.3 13.2 13.1 12.9 12.8 12.6 12.5 12.3 12.2 12.1 11.9 11.8 11.6 11.5 11.4 11.2 11.1 11.0 10.8 10.7 10.5 10.4 10.3 10.1 10.0 9.9 9.7 9.6 9.5 9.3 9.2 9.1 8.9 8.8 8.6 8.5 8.4 q q 8.3 ,0.833 68.1 118.1 15.785 I 0 8.1 20.917 67.6 117.0 15.443 I 0 8.0 1.000 67.2 115.9 15.106 I 0 7.9 1.083 66.7 114.6 14.773 I 0 7.7 1.167 66.2 113.4 14.446 I 0 7.6 21.250 65.8 112.2 14.124 I 0 7.5 "R1.333 65.4 111.0 13.807 I 0 7.4 1.417 65.0 109.8 13.495 I 0 7.3 1.500 64.5 108.7 13.189 I 0 7.1 1.583 64.1 107.5 12.887 I 0 7.0 1.667 63.8 106.4 12.591 I 0 6.9 *91.750 63.4 105.2 12.300 I 0 6.8 21.833 63.0 104.0 12.014 I 0 6.7 oQ1.917 62.6 102.8 11.735 I 0 6.6 62.3 101.6 11.461 I 0 6.5 4 2.000 2.083 61.9 100.5 11.193 I 0 6.4 22.167 61.6 99.3 10.930 I 0 6.3 .250 61.2 98.2 10.672 I 0 6.2 ' O WR2 2.333 60.9 97.2 10.420 I 0 6.1 22.417 60.6 96.1 10.173 I 0 6.0 ,"2.500 60.3 95.0 9.931 I 0 5.9 2.583 59.9 93.8 9.695 I 0 5.8 2.667 59.6 92.6 9.465 I 0 5.7 22.750 59.3 91.5 9.241 I 0 5.6 eQ2.833 59.0 90.4 9. I 0 5.5 58.8 89.3 8.810 I 0 5.4 4 2.917 3.000 58.5 88.2 8.602 I 0 5.3 23.083 58.2 87.2 8.400 I 0 5.2 '3.167 57.9 86.2 8.203 I 0 5.1 w93.250 57.7 85.2 8.010 IO 5.1 23.333 57.4 84.3 7.823 IO 5.0 „3.417 57.1 83.3 7.640 IO 4.9 3.500 56.9 82.2 7.462 IO 4.8 4 23.583 56.6 81.1 7.291 IO 4.8 23.667 56.4 80.1 7.125 IO 4.7 OR23.750 56.1 79.1 6.964 IO 4.6 if,3.833 55.9 78.1 6.808 IO 4.5 23.917 55.7 77.2 6.657 IO 4.5 55.4 76.3 6.511 IO 4.4 1 4.000 4.083 54.6 75.4 6.368 IO 4.4 4.167 52.8 74.5 6.222 IO 4.3 24.250 49.0 73.5 6.063 I 0 4.2 43.3 72.3 5.879 I 0 4.1 1 4.333 4.417 36.6 71.0 5.660 I 0 4.0 24.500 28.4 69.2 5.401 I 0 3.8 24.583 19.6 65.4 5.103 I 0 3.5 13.4 61.3 4.780 I 0 3.3 ] 24.667 4.750 9.1 57.0 4.450 I 0 3.0 24.833 5.9 52.8 4.123 I 0 2.8 4.917 3.9 48.8 3.807 I 0 2.6 1 2 25.000 2.5 44.9 3.506 I 0 2.4 25.083 1.6 41.3 3.223 I 0 2.2 25.167 1.0 37.9 2.959 I 0 2.0 5.250 0.8 34.8 2.715 I 0 1.8 5.333 0.7 31.9 2.491 IO 1.7 25.417 0.5 29.3 2.284 IO 1.5 0.3 26.8 2.093 IO 1.4 Y 5.500 25.583 0.1 24.6 1.918 IO 1.3 25.667 0.0 22.5 1.756 IO 1.2 25.750 0.0 20.6 1.608 IO 1.1 0.0 18.9 1.472 IO 1.0 1 25.833 25.917 0.0 17.3 1.347 IO 0.9 26.000 0.0 15.8 1.233 0 0.8 26.083 0.0 14.5 1.129 0 d96.167 0.0 13.2 1.034 O 0.8 26.250 0.0 12.1 0.946 0 0.7 0.0 11.1 0.866 0 0.6 1 6.333 6.417 0.0 10.2 0.793 0 0.5 6.500 0.0 9.3 0.726 0 0.5 26.583 0.0 8.5 0.665 O 0.5 0.0 7.8 0.608 0 0.4 3 6.667 6.750 0.0 7.1 0.557 0 0.4 26.833 0.0 6.5 0.510 0 0.4 ,,, 6.917 0.0 6.0 0.467 0 0.3 7.000 0.0 5.5 0.427 O 0.3 7.083 0.0 5.0 0.391 O 0.3 27.167 0.0 4.6 0.358 0 0.3 7.250 0.0 4.2 0.328 O 0.2 7.333 4 0.0 3.8 0.300 O 0.2 7.417 0.0 3.5 0.275 0 0.2 27.500 0.0 3.2 0.252 O 0.2 0.2 0.0 3.0 0.230 0 2 7.583 7.667 0.0 2.7 0.211 0 0.2 27.750 0.0 2.5 0.193 O 0.1 X7.833 0.0 2.3 0.177 O 0.1 0.1 0.0 2.1 0.162 O 4 7.917 8.000 0.0 1.9 0.148 0 0.1 0.1 28.083 0.0 1.7 0.136 0 0.1 8.167 0.0 1.6 0.124 O 0.1 3 8.250 0.0 1.5 0.114 0 0.1 28.333 0.0 1.3 0.104 0 0.1 8.417 0.0 1.2 0.095 0 0.1 1 8.500 0.0 1.1 0.087 0 0.1 8.583 0.0 1.0 0.080 0 0.1 28.667 0.0 0.9 0.073 0 0.0 "C8.750 0.0 0.9 0.067 0 8.833 0.0 0.8 0.061 0 0.0 8.917 0.0 0.7 0.056 0 0.0 29.000 0.0 0.7 0.051 0 0.0 0.0 2 9.083 0.0 0.6 0.047 0 0.0 9.167 0.0 0.6 0.043 O 0.0 29.250 0.0 0.5 0.039 0 0.0 9.333 0.0 0.5 0.036 0 0.0 9.417 0.0 0.4 0.033 0 0.0 9.500 0.0 0.4 0.030 0 0.0 29.583 0.0 0.4 0.028 0 0.0 9.667 0.0 0.3 0.025 O 0.0 9.750 0.0 0.3 0.023 0 0.0 29.833 0.0 0.3 0.021 O 0.0 29.917 1 30.000 0.0 0.0 0.2 0.2 0.019 0.018 0 0 0.0 0.0 30.083 0.0 0.2 0.016 O 0.0 30.167 0.0 0.2 0.015 O 0.0 0.0 0.2 0.014 O 0.0 : 30.250 30.333 0.0 0.2 0.012 0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 364 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 161.1 (CFS) Total volume = 174.38 (Ac.Ft) MR Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 �! Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ------------------------------------------------------ �9� UNIT HYDROGRAPH AND BASIN ROUTING ANALYSIS WITHOUT OVERFLOW FROM BASELINE Q 100 YEAR, 3 HOUR, 6 HOUR & 24 HOUR /95 40 Job No. 6 /oO Date .. Sierra Engineering •.7.?os /9VE- 5To/fYr .4,eA/ti CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS ^ �J DIVISION OF PROJFCT 2000, INC I�E7 'T /O-V �✓ /95 Y.v By 774 Sheet of ale Ili I • 1 • i II G h i / Us iy /C = ,73. oe/z = 0 3 214 f�vie (‚:9) ' ., 1 1 , 1 1 III/ 1 I 1 1 , : , : : : 1 : • . MO 1 1 : 1dv 41 ! �T ! oG i9/�i`/ /f e;4K (o'7 /o .(t f'TH 7 ) 1 / / 3 /io17/P /4 � S >f s - . • i J L. i I /ao• t -6.9, l ‘ //e9434 • /4 , y1 ,,9 Gfs . . � O I ' • .111111 .r I 1! /; 1 i l i i- ' . , ' • • I • I , 1 1 . , 1 I I I . 1 1 ' I I j 1 1 I r it I, 1 � , ! a 1 i / I we ar U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CivilCadd /CivilDesign, 1990, Version 2.2 ar Study date 4/ 3/91 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 UNIT HYDROGRAPH FOR CITRUS AVE STORM DRAIN to POINT OF CONCENTRATION @ CITRUS & ARROW Q 100 YEAR 3 HOUR FILE NAME : TON23 all Storm Event Year = 100 Antecedent Moisture Condition = 3 Area averaged rainfall intensity isohyetal data: Sub -Area Duration Intensity (acres) (hours) (inches) Rainfall data for year 100 262.40 1 1.52 w Rainfall data for year 100 262.40 6 3.87 Rainfall data for year 100 262.40 24 9.25 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * * * * ** Area - averaged max loss rate, Fm * * * * * * ** SCS curve SCS curve Area Area Fp(Fig c6) Ap Fm No.(AMCII) No.(AMC 3) (Acres) Fraction (In /Hr) (dec.) (in /hr) 32.0 52.0 262.40 1.000 0.785 0.390 0.306 Area- averaged adjusted loss rate Fm (In /Hr)= 0.306 +r * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS cn SCS cn S Pervious (acres) fract (AMC2) (AMC3) yield fr 102.34 0.390 32.0 52.0 9.23 0.356 160.06 0.610 98.0 98.0 0.20 0.960 Area - averaged catchment yield fraction, Y = 0.725 Area - averaged low loss fraction, Yb = 0.275 .,. +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ User entry of time of concentration = 0.384 (hours) Watershed area = 262.40 acres Catchment Lag time = 0.307 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 27.1267 Hydrograph baseflow = 0.00 (CFS) Average maximum watershed loss rate(Fm) = 0.306 (In /hr) qR 46 Average low loss rate fraction (Yb) = 0.275 (decimal) Valley Developed S -Graph Selected 40 Computed peak 5- minute rainfall = 0.563 inches Computed peak 30- minute rainfall = 1.152 inches do Specified peak 1 -hour rainfall = 1.520 inches Computed peak 3 -hour rainfall = 2.696 inches Specified peak 6 -hour rainfall = 3.870 inches Specified peak 24 -hour rainfall = 9.250 inches Rainfall depth area reduction factors: +rd Using a total area of 262.40 acres (Ref: fig. E -4) .�, 5- minute factor = 0.988 Adjusted rainfall = 0.556 inches 30- minute factor = 0.988 Adjusted rainfall = 1.138 inches 1 -hour factor = 0.988 Adjusted rainfall = 1.501 inches 3 -hour factor = 0.998 Adjusted rainfall = 2.692 inches 6 -hour factor = 0.999 Adjusted rainfall = 3.867 inches 24 -hour factor --------------------------------------------------------------------- = 1.000 Adjusted rainfall = 9.247 inches U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph *� Number Mean values (CFS) OW --------------------------------------------------------------------- 1 1.710 54.251 2 9.008 231.608 A. 3 24.312 485.672 4 45.021 657.151 5 68.189 735.214 •. 6 82.115 441.937 7 90.532 267.116 ' 8 95.111 145.316 9 97.534 76.884 4" 10 98.439 28.705 go 11 98.927 15.497 12 99.415 15.492 AN 13 100.000 18.559 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (inches) (inches) 1 0.56 0.56 2 0.73 0.18 3 0.86 0.13 4 0.97 0.11 5 1.06 0.09 4W 6 1.14 0.08 7 1.21 0.07 «w 8 1.28 0.07 9 1.34 0.06 di 10 1.40 0.06 11 1.45 0.05 12 1.50 0.05 13 1.57 0.07 14 1.63 0.06 40 15 1.69 0.06 16 1.75 0.06 17 1.81 0.06 18 1.86 0.06 19 1.92 0.05 20 1.97 0.05 21 2.02 0.05 22 2.07 0.05 r �9� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - j --------------------- qM A Total soil rain loss = 0.58 (In.) Total effective runoff = 2.11 (In.) -------------------------------------------------------------------- Total soil -loss volume = 12.6106 (Acre -Feet) Total storm runoff volume = 46.2235 (Acre -Feet) dd +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ '� /917 23 2.12 0.05 24 2.17 0.05 „* 25 2.22 0.05 26 2.26 0.05 27 2.31 0.05 28 2.36 0.05 " 29 2.40 0.04 30 2.44 0.04 31 2.49 0.04 32 2.53 0.04 33 2.57 0.04 r 34 2.61 0.04 35 2.65 0.04 36 2.69 0.04 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (inches) (inches) (inches) ,r --------------------------------------------------------------------- 1 0.0400 0.0110 0.0290 2 0.0405 0.0112 0.0294 3 0.0417 0.0115 0.0302 4 0.0423 0.0116 0.0307 5 0.0436 0.0120 0.0316 ** 6 0.0443 0.0122 0.0321 7 0.0459 0.0126 0.0332 8 0.0467 0.0129 0.0338 9 0.0485 0.0134 0.0352 10 0.0495 0.0136 0.0359 .r 11 0.0517 0.0142 0.0375 12 0.0530 0.0146 0.0384 ,.. 13 0.0557 0.0153 0.0404 14 0.0573 0.0158 0.0415 15 0.0609 0.0168 0.0441 16 0.0629 0.0173 0.0456 ® 17 0.0514 0.0141 0.0372 18 0.0542 0.0149 0.0393 19 0.0616 0.0170 0.0446 20 0.0664 0.0183 0.0481 21 0.0800 0.0220 0.0580 22 0.0903 0.0249 0.0655 23 0.1291 0.0255 0.1036 24 0.1775 0.0255 0.1520 25 0.5556 0.0255 0.5301 26 0.1052 0.0255 0.0796 27 0.0724 0.0199 0.0524 ., 28 0.0576 0.0159 0.0417 29 0.0652 0.0180 0.0473 30 0.0590 0.0162 0.0427 ,.� 31 0.0543 0.0149 0.0393 32 0.0506 0.0139 0.0367 33 0.0476 0.0131 0.0345 34 0.0451 0.0124 0.0327 35 0.0429 0.0118 0.0311 36 -------------------------------------------------------------- 0.0411 0.0113 0.0298 - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - j --------------------- qM A Total soil rain loss = 0.58 (In.) Total effective runoff = 2.11 (In.) -------------------------------------------------------------------- Total soil -loss volume = 12.6106 (Acre -Feet) Total storm runoff volume = 46.2235 (Acre -Feet) dd +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ '� /917 I" „i 3 - H O U R S T 0 R M R u n o f f H y d r o g r a p h qq -------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) di -------------------------------------------------------------------- qqTime(h +m) Volume(AF) Q(CFS) 0 150.0 300.0 450.0 600.0 i --------------------------------------------------------------------- Q 0+ 5 0.0108 1.57 0 +10 0.0680 8.31 Q 0 +15 0.2231 22.52 VQ di 0 +20 0.5122 41.98 V Q 0 +25 0.9537 64.10 V Q 0 +30 1.4924 78.22 V Q 0 +35 2.0963 87.68 V Q 0 +40 2.7427 93.86 V Q 0 +45 3.4202 98.36 V Q 0 +50 4.1202 101.64 V Q 0 +55 4.8421 104.83 V Q 1+ 0 5.5872 108.19 V Q 1+ 5 6.3586 112.01 V Q 1 +10 7.1545 115.55 VQ 1 +15 7.9781 119.59 VQ 1 +20 8.8320 123.98 VQ *� 1 +25 9.7165 128.43 Q 1 +30 10.6211 131.35 QV 1 +35 11.5323 132.30 QV 1 +40 12.4429 132.23 Q V 1 +45 13.3597 133.12 Q V irr 1 +50 14.3226 139.81 QI V 1 +55 15.3820 153.82 Q V „ 2+ 0' 16.6210 179.90 Q V 1 2+ 5 18.3088 245.07 VQ do 2 +10 20.8456 368.34 V Q 2 +15 24.3778 512.88 V Q 2 +20 28.4545 591.93 V Q 2 +25 32.5315 591.99 V I Q 2 +30 35.4610 425.36 Q V 2 +35 37.6111 312.19 Q V 2 +40 39.2129 232.57 Q V dW 2 +45 40.4881 185.17 1 Q V 2 +50 41.5283 151.03 Q V �i 2 +55 42.4609 135.42 Q V 3+ 0 43.3354 126.97 Q V 3+ 5 44.1514 118.48 Q V 3 +10 44.8213 97.27 Q V 3 +15 45.3588 78.04 Q V 3 +20 45.7411 55.51 Q V 3 +25 45.9620 32.08 Q V +� 3 +30 46.0856 17.95 IQ V 3 +35 46.1510 9.49 Q V 3 +40 46.1848 4.90 Q V 3 +45 46.2019 2.48 Q V 3 +50 46.2125 1.55 Q V 3 +55 46.2197 1.04 Q V 4+ 0 46.2235 0.55 Q V -------------------------------------- 0 .i - 1 //u U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CivilCadd /CivilDesign, 1990, Version 2.2 Study date 4/ 3/91 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- s San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 --------------------------------------------------------------------- UNIT HYDROGRAPH FOR CITRUS AVE STORM DRAIN POINT OF CONCENTRATION @ CITRUS & ARROW Q 100 YEAR 6 HOUR FILE NAME : TON26 -------------------------------------------------------------------- Storm Event Year = 100 .r Antecedent Moisture Condition = 3 .w Area averaged rainfall intensity isohyetal data: i Sub -Area Duration Intensity 1W (acres) (hours) (inches) Rainfall data for year 100 "m 262.40 1 1.52 rr, -------------------------------------------------------------------- Rainfall data for year 100 ,., 262.40 6 3.87 '� -------------------------------------------------------------------- Rainfall data for year 100 262.40 24 9.25 -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * * * * ** Area - averaged max loss rate, Fm * * * * * * ** �i SCS curve SCS curve Area Area Fp(Fig c6) Ap Fm !w No.(AMCII) No.(AMC 3) (Acres) Fraction (In /Hr) (dec.) (in /hr) 32.0 52.0 262.40 1.000 0.785 0.390 0.306 Area - averaged adjusted loss rate Fm (In /Hr)= 0.306 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** .,� Area Area SCS cn SCS cn S Pervious (acres) fract (AMC2) (AMC3) yield fr 102.34 0.390 32.0 52.0 9.23 0.356 160.06 0.610 98.0 98.0 0.20 0.960 Area - averaged catchment yield fraction, Y = 0.725 Area - averaged low loss fraction, Yb = 0.275 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ User entry of time of concentration = 0.384 (hours) Watershed area = 262.40 acres Catchment Lag time = 0.307 hours *" Unit interval = 5.000 minutes Unit interval percentage of lag time = 27.1267 Hydrograph baseflow = 0.00 (CFS) Average maximum watershed loss rate(Fm) = 0.306 (In /hr) AW /�v Average low loss rate fraction (Yb) = 0.275 (decimal) Valley Developed S -Graph Selected Computed peak 5- minute rainfall = 0.563 inches . Computed peak 30- minute rainfall = 1.152 inches I Specified peak 1 -hour rainfall = 1.520 inches ; Computed peak 3 -hour rainfall = 2.696 inches Specified peak 6 -hour rainfall = 3.870 inches Specified peak 24 -hour rainfall = 9.250 inches i i Rainfall depth area reduction factors: Using a total area of 262.40 acres (Ref: fig. E -4) 5- minute factor = 0.988 Adjusted rainfall = 0.556 inches 30- minute factor = 0.988 Adjusted rainfall = 1.138 inches 1 -hour factor = 0.988 Adjusted rainfall = 1.501 inches 3 -hour factor = 0.998 Adjusted rainfall = 2.692 inches 6 -hour factor = 0.999 Adjusted rainfall = 3.867 inches 24 -hour factor = 1.000 Adjusted rainfall = 9.247 inches U n i t H y d r o g r a p h +++++++++++++++++±++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values (CFS) 1 1.710 54.251 2 9.008 231.608 3 24.312 485.672 4 45.021 657.151 5 68.189 735.214 6 82.115 441.937 7 90.532 267.116 8 95.111 145.316 9 97.534 76.884 10 98.439 28.705 11 98.927 15.497 12 99.415 15.492 13 100.000 18.559 Peak Unit Adjusted mass rainfall Unit rainfall Number (inches) (inches) 1 0.56 0.56 2 0.73 0.18 3 0.86 0.13 4 0.97 0.11 5 1.06 0.09 6 1.14 0.08 7 1.21 0.07 8 1.28 0.07 9 1.34 0.06 10 1.40 0.06 11 1.45 0.05 12 1.50 0.05 13 1.57 0.07 14 1.63 0.06 15 1.69 0.06 16 1.75 0.06 17 1.81 0.06 18 1.86 0.06 19 1.92 0.05 20 1.97 0.05 21 2.02 0.05 22 2.07 0.05 23 2.12 0.05 24 2.17 0.05 25 2.22 0.05 26 2.26 0.05 �i 27 2.31 0.05 28 2.36 0.05 29 2.40 0.04 30 2.44 0.04 31 2.49 0.04 32 2.53 0.04 33 2.57 0.04 34 2.61 0.04 35 2.65 0.04 .� 36 2.69 0.04 37 2.73 0.04 dd 38 2.77 0.04 39 2.81 0.04 40 2.84 0.04 dw 41 2.88 0.04 42 2.92 0.04 43 2.95 0..04 44 2.99 0.04 dw 45 3.02 0.04 46 3.06 0.03 +� 47 3.09 0.03 48 3.13 0.03 49 3.16 0.03 50 3.20 0.03 51 3.23 0.03 Sri 52 3.26 0.03 53 3.29 0.03 ..� 54 3.33 0.03 55 3.36 0.03 56 3.39 0.03 57 3.42 0.03 *� 58 3.45 0.03 59 3.48 0.03 60 3.52 0.03 61 3.55 0.03 62 3.58 0.03 +o 63 3.61 0.03 64 3.64 0.03 *� 65 3.67 0.03 66 3.69 0.03 67 3.72 0.03 68 3.75 0.03 69 3.78 0.03 r� 70 3.81 0.03 71 3.84 0.03 72 3.87 0.03 - - -- -- - - - - -- ----------- Unit - -- ------ - Unit - - - -- -------- - Unit - Effective Period Rainfall Soil -Loss Rainfall (number) (inches) (inches) (inches) --------- ------------------------------------------------------------ 1 0.0282 0.0078 0.0204 2 0.0284 0.0078 0.0205 3 0.0287 0.0079 0.0208 4 0.0289 0.0080 0.0210 5 0.0294 0.0081 0.0213 6 0.0296 0.0081 0.0214 7 0.0300 0.0083 0.0218 8 0.0303 0.0083 0.0219 9 0.0307 0.0085 0.0223 �" 4W m 0 O dr I- ri M O r-I 10 O1 In O d' O O d' N r� 10 ri N O N 0 if 1 d' d' In H lC N M %D rl O 0 10 O H \0 d' I� M l- M r� In r� e-I CO rl r-1 N M tG M N kO H 10 ri I- NNMMMd d'd'111 M wr,r,OMOO wo o-O cr 01d' OOO tn MNOO1NriI�NOl 1Od'N -4 NNNNNNNNNNNNNNNNNMMMMMMMMMM cr crc -crmmd' tn d'd' ct'MC'7MMMNNNNNNNNNNNNN O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O H H M O O O O O O O O O O O O O O O O O O O O O O O 00000000000000000000000000000000000000000000 111 I- I- OIONNd' In c-wHNd' In 0N1f1100Nt00lgrtDN�o m W m r - I m 0 m 0 M M M M M MM0NM0) -id MMhM01l0Mr•1 COkOd NO M OOCOOOCOOl0101010 mm 0000r4 rirAH NN NNMMd"d lnUlln0 0)LnCOOd'MMNr- iH000)MCn0) 0000 COMMr- 0 O O O O O O O O O O ri H H ri ri ri ri r-i ri ri ri H ri H ri ri ri r-i r-4 H ri H r-I H N N N N N N H ri ri ri r-1 r-1 r-i ri ri r i H ri 0 0 0 0 0 0 0 0 0 0 000000000000000000000000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O m O M l0 N \0 N %O M t m 01 O M O if 1 I- M l0 M m (- m m (- O I- M 01 O1 d' N %O d' O M H m l0 N 'd' 1 10 N O M l0 %0 H 01 r-4 w 'd' ri 01 m 01 ri M In w N LO ri ri r - i NNM Cl) d 'd'InLn\010I-0000riNmNrmkOCOOI m mr-0Nrid'rAko00 m r- m0 Nr- mm v 0r- m N N MMMMMMMMMMMMMMM -CT d'd cYct'C rgT c;r f1111%o6mif ko0 o O01Nr-mo -InkonmInd'q;Yd'd'MMMMMMMMMNNN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r HLO ri O O O O O O O O O O O O O O O O O O O O O O 0000000000000000000000000000000000000000000000000 0HNm.4 0 H N M -% M W t� W 0 0 H N M --;T LO kD r- w m oHNm- rrLowr- O OOr- iNM w r- w m 0 r-I N rir - Irir - iririririririNNNN NNNNNNMMMMM f`)MMMf" v qw--" d' d''1'v 0\OW\0W\0\OWWr-I-I- Time(h +m) Volume(AF) Q(CFS) 0 150.0 300.0 450.0 600.0 di F 40 M r 17 0+ 5 0.0076 1.11 0 +10 0.0479 ------------------------------------------------------------------ Total soil rain loss = 0.90 (In.) 15.80 Total effective runoff = 2.97 (In.) 0 +25 --------------------------------------------------------------------- 44.64 0 +30 .ri Total soil -loss volume = 19.6842 (Acre -Feet) 60.12 Total storm runoff volume = 64.8369 (Acre -Feet) ,., --------------------------------------------------------------------- 65.99 0 +50 2.8097 +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3.2807 68.39 6 - H O U R S T O R M 69.50 1+ 5 R u n b f f H y d r o g r a p h 1 +10 -------------------- ----------------------------------------------- 1 +15 „� 72.49 7 Hydrograph in 5 Minute intervals (CFS) Time(h +m) Volume(AF) Q(CFS) 0 150.0 300.0 450.0 600.0 di F 40 M r 17 0+ 5 0.0076 1.11 0 +10 0.0479 5.84 0 +15 0.1567 15.80 0 +20 0.3589 29.36 0 +25 0.6663 44.64 0 +30 1.0389 54.10 0 +35 1.4529 60.12 0 +40 1.8917 63.71 0 +45 2.3462 65.99 0 +50 2.8097 67.30 0 +55 3.2807 68.39 1+ 0 3.7593 69.50 1+ 5 4.2464 70.72 1 +10 4.7394 71.58 1 +15 5.2386 72.49 1 +20' 5.7443 73.42 1 +25 6.2568 74.41 1 +30 6.7762 75.42 1 +35 7.3030 76.50 1 +40 7.8374 77.59 1 +45 8.3799 78.77 1 +50 8.9308 79.98 1 +55 9.4905 81.28 2+ 0 10.0594 82.61 2+ 5 10.6384 84.07 2 +10 11.2284 85.66 2 +15 11.8309 87.49 2 +20 12.4471 89.46 2 +25 13.0781 91.62 2 +30 13.7234 93.70 2 +35 14.3837 95.88 2 +40 15.0593 98.09 2 +45 15.7514 100.49 2 +50 16.4607 102.99 2 +55 17.1891 105.76 3+ 0 17.9378 108.71 3+ 5 18.7092 112.01 3 +10 19.5050 115.55 3 +15 20.3286 119.59 3 +20 21.1825 123.98 3 +25 22.0671 128.43 3 +30 22.9717 131.35 3 +35 23.8828 132.30 3 +40 24.7935 132.23 3 +45 25.7103 133.12 3 +50 26.6732 139.81 3 +55 27.7325 153.82 4+ 0 28.9715 179.90 Q Q VQ VQ V Q V Q V Q Q Q Q Q Q Q Q VQ VQ VQ VQ VQ VQ Q Q QV QV QV Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q Q Q Q Q Q Q Q IQ �0 3 V V V V V V V V V V V V V V V V V S I 1 ( J0101 01C1�0101O�D\ C141 d\ U1UtUtU7UIUtV ►UtU7toU1UIP I +++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ I UlUl.P.P W WNN - 'p UlUl &..P W WNNNl-j 0Ul.9h. SIP WNN 1 0 0 0 0 0 0 0 Ul O Ul O Ul O 0 O Ul O Ul O U1 O 0 O Ul O 0 O Ul O 0 O Ul O Ul O 0 Q• 01�0101d> 010101d> 01d\(IN mmm01OlUlUIUIUIUI0UIUIUIUIUI .4bA..PAP W W W p�p�P�P.P.PP.PAPW W tNj w H H 0 0 w ww-j- 4Mul-P W wH0-4 A 0mW O 100000OOOJJO�U1NlOPIOPIOPlO W JI�UIlONU1010J0000U11O0D0000J1 --'01 I W WNN1- �OOA01f-�UlOdllOtD Wd1Nd�lOIOJN WI-- X001- �JWd10�1 --�W ONIO(J1 10\PtONO WAI --' W JNtO WJO�P011OP0� W F- �JNUtt- �OOOOWI--'I--'NU1000�t0 I t0 W P.NJOF-�I--'W AONOF -'!-� W OOONU1PlOPU7tOUl0�JPJd11-- �OPNP I HNF- +HHHNW P0. 0UlUl I H W U1Q101JJJ -%jww w %Dw%OONNW Un w w H w w kD H MA. I OOHF' W O wH-4HN)wNW U1000 W 010 PloLn0 mUlYU1NNUI -j HW03UI 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 WJ0mDi W OBI -r 0) W I- 0wtONJUIJ.PUIJ- 0%D ph 0 F-j Ul I-j L.) tD W03 WO 1 00 H Ul J t000 U10% 010 Ul Ul O H-4.tA 0 00 W Jw 0m F-+JNW JJt001 t0 W w A I I 10 10 10 10 10 10 10 I 10 1 10 I 10 t0701Ob 20201010K) I 10 b 10 ?o 1010 10 0 I � � C 10 C— C C 10 2 C CC I C C 10 I CCCCCCCCCCC CCCCCCCCCCCC 1010 .e� U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CivilCadd /CivilDesign, 1990, Version 2.2 w Study date 4/ 3/91 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ +� San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 *� --------------------------------------------------------------------- UNIT HYDROGRAPH FOR CITRUS AVE STORM DRAIN POINT OF CONCENTRATION @ CITRUS & ARROW Q 100 YEAR 24 HOUR FILE NAME : TON224 -------------------------------------------------------------- - - - - -- ., Storm Event Year = 100 SCS cn "w Antecedent Moisture Condition = 3 (acres) Area averaged rainfall intensity isohyetal data: (AMC3) Sub -Area Duration Intensity 0.390 (acres) (hours) (inches) 9.23 0.356 Rainfall data for year 100 0.610 98.0 262.40 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 *� 262.40 6 3.87 - -------------------------------------------------------------------- Rainfall data for year 100 262.40 24 9.25 -------------------------------------------------------------------- di +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ * * * * * * ** Area - averaged max loss rate, Fm * * * * * * ** SCS curve SCS curve Area Area Fp(Fig c6) Ap Fm No.(AMCII) No.(AMC 3) (Acres) Fraction (In /Hr) (dec.) (in /hr) di 32.0 52.0 262.40 1.000 0.785 0.390 0.306 b h OR rrr Area - averaged adjusted loss rate Fm (In /Hr)= 0.306 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS cn SCS cn S Pervious (acres) fract (AMC2) (AMC3) yield fr 102.34 0.390 32.0 52.0 9.23 0.356 160.06 0.610 98.0 98.0 0.20 0.960 Area - averaged catchment yield fraction, Y = 0.725 Area - averaged low loss fraction, Yb = 0.275 ' +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ User entry of time of concentration = 0.384 (hours) Watershed area = 262.40 acres Catchment Lag time = 0.307 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 27.1267 Hydrograph baseflow = 0.00 (CFS) Average maximum watershed loss rate(Fm) = 0.306 (In /hr) k5- 4" d j Average low loss rate fraction (Yb) = 0.275 (decimal) Valley Developed S -Graph Selected Computed peak 5- minute rainfall = 0.563 inches Computed peak 30- minute rainfall = 1.152 inches +ri Specified peak 1 -hour rainfall = 1.520 inches Computed peak 3 -hour rainfall = 2.696 inches Specified peak 6 -hour rainfall = 3.870 inches Specified peak 24 -hour rainfall = 9.250 inches °" Rainfall depth area reduction factors: di Using a total area of 262.40 acres (Ref: fig. E -4) 40 5- minute factor = 0.988 Adjusted rainfall = 0.556 inches 30- minute factor = 0.988 Adjusted rainfall = 1.138 inches +d 1 -hour factor = 0.988 Adjusted rainfall = 1.501 inches 3 -hour factor = 0.998 Adjusted rainfall = 2.692 inches *wt 6 -hour factor = 0.999 Adjusted rainfall = 3.867 inches 24 -hour factor --------------------------------------------------------------------- = 1.000 Adjusted rainfall = 9.247 inches '�" U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph .A, Number Mean values (CFS) --------------------------------------------------------------------- 1 1.710 54.251 2 9.008 231.608 3 24.312 485.672 4 45.021 657.151 5 68.189 735.214 6 82.115 441.937 7 90.532 267.116 8 95.111 145.316 9 97.534 76.884 10 98.439 28.705 11 98.927 15.497 12 99.415 15.492 13 100.000 18.559 --------------------------------------------------------------------- dd Peak Unit Adjusted mass rainfall Unit rainfall Number (inches) (inches) 1 0.56 0.56 2 0.73 0.18 3 0.86 0.13 4 0.97 0.11 5 1.06 0.09 6 1.14 0.08 7 1.21 0.07 8 1.28 0.07 9 1.34 0.06 dd 10 1.40 0.06 11 1.45 0.05 12 1.50 0.05 13 1.57 0.07 14 1.63 0.06 15 1.69 0.06 *4, 16 1.75 0.06 41 17 1.81 0.06 18 1.86 0.06 +w 19 1.92 0.05 20 1.97 0.05 21 2.02 0.05 22 2.07 0.05 [ i L./ L. A L - l L._ I IL, I t , i L - -1 L.., 1 L , I i E i I i E 1 I. 1 ! 1 L L_ . i L. I OOwmwOOJJJJJJJJJJO1 mO1 O1mmmm01O 1UI UIUIUIUIUIUIUImUI-P-P P.P .P-P.P-P4 -.P W W W W W W W W W W NNNNNNN 01UI4�bW NH0kowJ01 VIA. W wH0kDMJ0 0.PW wh-00W jMLI�P W NH0%0 O jMO.P.W Np0kowJ01UI.Pwt -iH0w WJOIUI.PW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W N N N N N N N N N N N N N N N N N N N N N N . . . . . . . . . . . . . . . . . . :.j . . . . . . . . . . . . . . . . ;j ;j . . . . . . . . . . . :4:13 . . . . . . . . . . ;j ;j . . W NNNNI-- +I- 'F- �OOO1010�0 W W OOJJOn m\ ,;IUIUIUIIP�P�P W W W NNI I OO6�ololo ;o;o;oO,O�O,UnUn�PIP�P W WF -+I NOON W 001 W OJ W OJ W 0 J.4.Hw0ww-j p.Hw0NNUIN%D0w ko mw 001 W wmw%OUIN 00-PHJ W 10LnH-4 W IO.PPO0 I-j01N JN V O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 &P UI UI UI UI UI UI 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O O O O O O O O O O O O . O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O l0 01 N m 00 r1 d' r- O M t0 m N 0 00 ri d' r- O M l0 m N In 00 rl M to m N to 00 O M%0 m N d' L- O M m 00 H M l0 m N d' L- O N Lf 1 r- O M to 00 H M to O ri d' MMct'd d 0 m0 D\ o\ Ol-t 0 0 r1r -IHHNN N MM m m -W C -;:r Lf) LO Ln LO%D% %D%.0 -I- t-000000000)O10 0000Hr1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . U . . . . . . . . . U . . U . . . . U . . . . . . . . . . . . . . . . . . . . . d'44 Cd 'd'd'd'd'�Yd'444d'd'�Yd'd'd'�Y Ll Ll UntnLlLl UL LnLf L Ll Ll Lnt�UlUC Ll Uf LnLC Ll Ul UnLf Ll L Ll Lt L�LnLlLC Ll tf U;L)� %% 1O� 11 ko L 0001Or1NMd' In%.0r- OmOr♦ NMd' tf)" 0l- 00mOi- INMd'tC)QL-MMOrlNMd'M�oL rIn�,OL N MQt 00OwmmOl01010101dlmm0000000000HHHr- it{rirlriHHNNNNNNNNNNMMMMMMMMMM zr d'd'd'd'd'd'd'd ' d m H ri r♦ ri r{ H ri r - 1 H ri r1 e-I H T--1 ri r1 ri ri H ri H ri H H H ri r1 H ri ri rI H ri ri r1 rI r1 r1 H H e-I ri H e-i r-I H ri H ri H C-1 M M M M M M M M M M M M N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %om -ld - fpm H - tDmr- ICIDOIr-i -cTtD m H-c % Dmr- 1 * owr-IMo00OmmwoNmr-mNd'[-O*tr -Id o - im0w0Nd't-Mr- Id'1000OMMr HriNNNNMMMM-CT -grd'd lnlllll mt Dl 0to�Dr�r�r�r�wm WCQOIO MM0OOOOr- HC- 1HNNNNMMMMd d'd d cYlClt[)tflm%Dko\Ol0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . %0 10 � � 10 %D k0 kO k0 kO %O %D � � k0 k0 1D t0 � 1O � %O 1O %O kO l0 � k0 k0 k0 � k0 %O kO 9 r: 9 I� t� l� l� I� I� t� l� l� g g r: I� l� t� t� [� l� I� [� I� t� I� g g g g e- INM- ;tMk01- CO0 0riNM- cTMkDr-WM0r1NM- 'tMt0r-w moHNMd m%D rI COOIOriNMd'Ln10l- wmoHNMd ' if %D r- w oHNMd' lfllnlfltlllflUllnMM%D10 1 0 10 10 10 10 10 10 10 t- C- l-I-[-hl-r-(�E�ww COCOCOCO000000COOIOIOIO mm0O%mm0000000000 H riHr-I r1 rirlririe-Ir HC-4T- 4HHrlririr HHr-I HC- 4HrlrirlHHHrie- H H C-i T-i r-i H H H r-Ir- IHHrlrir - IririHrle- iNNNNNN NNN NNNNN N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O OIN Kr ko M V-4 mMr grVD 4m mr h m i- Id'lO m lo mrlC nw0Nd kom0NKr�oM0Nd �Ohhr- r- wwC0000101o010100000rIrirlriNNNN NM C1 mm qr d d qT -, U')LC1M nLO%D W WWr- hr— r- MMCO 000001d1O1Mm000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . h h h h h h h h h h h h h h CO CO CO CO CO CO CO CO CO CO O CO CO 00 00 CO CO 00 CO CO CO O . O . 0 O 00 O 0 00 O CO CO CO O CO CO CO CO CO CO CO 0 CO 0 CO CO C0 01 01 Ol lf1�Dh00010HNm grm%Dh00010riNm.1- TmtDr-w m 0rINmICT m kDr NMd'm%Dr- w m0rINmg:T M kor- M M0C-iN m-t:rMk0 h00 t- IrlrlrlriNNNNNNNNNNmmmm m(`1mmmmgKTd'gq;:rqd'd'd'q::rm m Llllnlnlfllfln n0%Dfl o%D%DkDkD%DQkDQhhhhhhhhh N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N T 279 9.06 0.02 280 9.08 0.02 281 9.10 0.02 282 9.13 0.02 283 9.15 0.02 284 9.17 0.02 285 9.19 0.02 286 9.21 0.02 287 9.23 0.02 288 9.25 0.02 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (inches) (inches) (inches) 1 0.0202 0.0056 0.0146 2 0.0202 0.0056 0.0147 3 0.0203 0.0056 0.0147 4 0.0203 0.0056 0.0147 5 0.0204 0.0056 0.0148 6 0.0204 0.0056 0.0148 7 0.0204 0.0056 0.0148 8 0.0205 0.0056 0.0148 9 0.0205 0.0057 0.0149 10 0.0206 0.0057 0.0149 11 0.0206 0.0057 0.0149 12 0.0206 0.0057 0.0150 13 0.0207 0.0057 0.0150 14 0.0207 0.0057 0.0150 15 0.0208 0.0057 0.0151 i 16 0.0208 0.0057 0.0151 17 0.0209 0.0057 0.0151 18 0.0209 0.0058 0.0151 19 0.0210 0.0058 0.0152 20 0.0210 0.0058 0.0152 21 0.0210 0.0058 0.0153 22 0.0211 0.0058 0.0153 23 0.0211 0.0058 0.0153 24 0.0212 0.0058 0.0153 25 0.0212 0.0058 0.0154 26 0.0213 0.0059 0.0154 27 0.0213 0.0059 0.0155 28 0.0214 0.0059 0.0155 29 0.0214 0.0059 0.0155 30 0.0215 0.0059 0.0156 31 0.0215 0.0059 0.0156 32 0.0216 0.0059 0.0156 33 0.0216 0.0060 0.0157 34 0.0217 0.0060 0.0157 35 0.0217 0.0060 0.0157 36 0.0218 0.0060 0.0158 37 0.0218 0.0060 0.0158 38 0.0219 0.0060 0.0158 39 0.0219 0.0060 0.0159 40 0.0220 0.0060 0.0159 41 0.0220 0.0061 • 0.0160 42 0.0221 0.0061 0.0160 43 0.0221 0.0061 0.0161 44 0.0222 0.0061 0.0161 45 0.0223 0.0061 0.0161 46 0.0223 0.0061 0.0162 47 0.0224 0.0062 0.0162 48 0.0224 0.0062 0.0162 49 0.0225 0.0062 0.0163 [ 1 C,_ ! ILA It. A a I t- l t_! !A &A t ,__ i 9- VA t ' 1 t 1 E i VA V-1 t.1 t - i NNHNHNNNNNHNNN - NI--+ Hi--' OOOOOOOOOOIOkD %.00IO00tDkDOW00WWM W W W WW-4JJJJJJJJJO1010 MM0a1010 M0LnU1lTIUtU1l31000 W tQ - -+O�OW -jm0.P WNNOIO WJO\U1-P W wH00 W-4MLn PWNH0kDm -4mm P WNNOIflW JO m o. W NH0kD WJONLn.P W NH0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N W JJJJJJJJO1d\O\O\00100 0LnLIUIUI0 0LnUIUI0 UI4P.PJ�b .P PoPo0blob 4Pobob lP.PW W W W W W W W W W W W W W W N N N N N N N O W J0UIWNH0w W0 O.P. PbwHa OW W O\01lA4N. W W HawtOJJ01UI-Pj�bW N)HHow W W JOtUIU ibj W w -jOOtOW WJ0%01U1 NIS 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J14 JJJJJJJJJJJJJJJJJJJJJJJJON010 ONa%ONON0%00101 W 0100 0%0 00 00001ONd 00m010mm0%mm010 m J- 11mm010Ul0ID. ASP W W W W NNN I-- HF - +N0000 vDwwtO W W W W WJJ- 4-1mm0\01O1UIUIUIUIUI.P-AdP P-P6P W W W W W W NNN O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N N N F-�N N I--' N F' I--'N F-' F� F-� N N F' F' N F-� F-' F-'F'N N Nh� NF-' F-' F-' I-' F-� NF-' F' i-' F' I--' F-'N I--� N I-'►-' NN F-' h' I--' I-' F-'I -� F-' NF' F' 1-'F -' �-' F-' N F' 0000WtOtOtOtOWWkDWW%DtO0 W W W W W W W W W W W W W W JJJJJJJJJJJJJJJJJJJ0 01O1m0 mm 010 m00 m0 W NF-+O0w -4mm 0 A.w W N H 0 0 w 0 -1 -j 0 0 A. I-w W NI-'I-°0w0w WJJmO O.POP W W NNH1- 0 0wkO W W JJ010 0LnUI.P J.w N��N�► �NNNNHNNHNHNH�-jHNrNHHHHH►jNNNH- jHHHH HHNNNHNNFj NNHHH �-, �-3r �-jHNHi- jNNNN JJJJJJJJ01 01 0 1 01 01 m01010101UlUlUl(.nul 0 00LnU1 W W W W W W W W W WNNNNNN W W W W H h'F-'HHH J01Ul.P WNHO10wJOlUI PW NHOl0wJMUlP W WH0 %D00J01Ul.PWNHOl000JmUl-Ch.wW H0ww-4m0Ath. W NH 0w0-400.P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W N N N N N N N N N N N N N wONUI.P W NF-+O0 W J0 a%ulUl.PJP W W NNNI--+HOOO 0 0 0000w O%Dw0 O0owww W w Lq3 l 0 W 01W JUl0 W wwUIJW 01wmWmW 07UlOJW OOH P10J P. w O.P. 0 0 m -0. H 0 -4 ON w W w w Ul A. W H w--jUI.PNN10W0 0w WFj R� O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000000000000000000000000000000000000000000000000000000 �NN► ��► ��► �N��► ��00000OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO W W N W NHH - +F-+OOOO�O�OIOIOIOIOIO W OOOOW W0�00 W ODODJJJIOIOtOIOtO W000�W0o WO�OOOOW0000 WOOOOO�W OOOOO�JJJJJJ .100Nw001UlNOUI.PNN00JUl PNN0w JJUIUI W W 1-+H0tDww W wH00IO W wJJ010100 P P W W NNHH000w%D 0 W wJ O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O W W W W W W W N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N U1 W W NH00%O10JJ0101U100- C--P-P W W W W W W HF- +HHH00O.P.PW W W W W W W NNNNNN W H H H H H H H H H 000000 N0 W H 0 -j W P0M.P.w0w0Hw W H J P0 w W 100 p.w0w0J%W N100000wWO10J0 A.wHO10w0101.P W W H0wJJUIUI W O m-z , , TmHONM\0r- iomoOri%0d'[-M[-mr-0 -C-4w H HNM001NwrlwHr , d'rir , - grHwmN0r r inn- w 0rIItTm[-0 ggrw OmmN0mNHr Nr-10 wr- wm -c:r m m N N r-4 Ho -c'd'MMMN NNNririrlriOOO0001010N01ONmco MMMd'd'd'd'MMC'd'1n10OlnMl - lnd ' d'q;rMMM MMNNNNNNNNNNNNNNNNNNN NNNNNNNNNNNNriririHHHr -1 O O O O O O O O O O O O O H H M O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O SON%Dmw wMr101OMO01U11nm1f mm0NO 0rid'OOMr�mm%OM rI00%Dd'NO01Mr1O01w%Dm-�rMNNr-40m 0m r- 'D m d'd' MNN Md ll 1lm 0 %Drl- C'%rr- wN CTmmmm01mwkDd'MM NrIrIOOm01m01000000wwr-Ol m01000OOOwww W COwwr- t- t- [- I- l- l- [- I- I- I- I- ri ri ri ri ri r I H r-I r♦ ri ri N N N N N N ,-4 ri ri H H ri H H ri ri ri ri O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C O 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v mr-0r-mmmd N�Od 0 Mr im .0Nd'%0 N0 Mko 1 10r101rIw-crTim0101r mmwNlnr- Nr- mwN 0r-m0%OM0 [-IT NOI%OIt* -m Mri m H mmrl-0NH- t4lH%D00mr- nlnNr- n0ldl0r-mNHwr-\Od'M NN r1O01O w MNNe-Irie -I000m m 0100w wr-I-(-I-w\Oww%0 d lnlfllnln�O�Olnl 11l0l000OlNI�LnOI�l11wm nml gr%'d'-CT N) C') Mf7MMMMMNNNmmmmMCIMMCIMNNNNNNNNNNNNNNN O O O O O O O O O O O O O ririlflri 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O w0 0r -iNm -q 0%Or-w0 0T- 4Nm'4 0r-w0 0HNr; , tm Or- w oOriNm ;tm Or- woOriNm ,rm Or- wmOriN Md'mwr- woo i t�[�000000CO000000000000 m o 010101O101O0101000OOOOOOOri ri ririririt- It- IririNN NNNNNNNNMM MMMMMMMMd d' ri ri ri ri ri ri rI ri ri r-I ri ri ri ri ri ri H ri H ri ri ri N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N f" 242 0.0259 0.0071 0.0188 243 0.0257 0.0071 0.0186 244 0.0255 0.0070 0.0185 245 0.0253 0.0070 0.0184 nri 246 0.0251 0.0069 0.0182 247 0.0250 0.0069 0.0181 248 0.0248 0.0068 0.0180 249 0.0246 0.0068 0.0179 do 250 0.0245 0.0067 0.0177 251 0.0243 0.0067 0.0176 252 0.0242 0.0067 0.0175 253 0.0240 0.0066 0.0174 Ni 254 0.0239 0.0066 0.0173 255 0.0237 0.0065 0.0172 256 0.0236 0.0065 0.0171 ad 257 0.0234 0.0065 0.0170 258 0.0233 0.0064 0.0169 on 259 0.0232 0.0064 0.0168 260 0.0231 0.0063 0.0167 tr 261 0.0229 0.0063 0.0166 262 0.0228 0.0063 0.0165 go 263 0.0227 0.0062 0.0164 +ri 264 0.0226 0.0062 0.0164 265 0.0224 0.0062 0.0163 +� 266 0.0223 0.0061 0.0162 267 0.0222 0.0061 0.0161 " 268 0.0221 0.0061 0.0160 269 0.0220 0.0061 0.0159 270 0.0219 0.0060 0.0159 271 0.0218 0.0060 0.0158 272 0.0217 0.0060 0.0157 273 0.0216 0.0059 0.0156 274 0.0215 0.0059 0.0156 275 0.0214 0.0059 0.0155 276 0.0213 0.0059 0.0154 ** 277 0.0212 0.0058 0.0154 278 0.0211 0.0058 0.0153 279 0.0210 0.0058 0.0152 280 0.0209 0.0058 0.0152 281 0.0208 0.0057 0.0151 282 0.0208 0.0057 0.0150 283 0.0207 0.0057 0.0150 +w 284 0.0206 0.0057 0.0149 285 0.0205 0.0056 0.0149 286 0.0204 0.0056 0.0148 287 0.0203 0.0056 0.0147 *" 288 0.0203 0.0056 0.0147 dN Total soil rain loss = 2.38 (In.) Total effective runoff = 6.86 (In.) AN--------------------------- ------------------------------------------ Total soil -loss volume = 52.0687 (Acre -Feet) Total storm runoff volume = 150.0541 (Acre -Feet) f - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----------------------------------- 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------y---g H dro ra h in ------------------------------------------ 5 Minute intervals (CFS) -------- - - - - -- Time(h +m) Volume(AF) Q(CFS) 0 150.0 300.0 450.0 600.0 'w ----------------------------------------------- ,� p2lS > > > > >a > > > > >�� a a a Ola aaa aaa aaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaa >>>>>>>>>>> > > > > > > > > >a> aaa > > > > > > > > > > >> 01 O1r-IlnlMCO�wm0Nd r-I000OO10101mm00 -woHMd'ILL-Orid'1fl00Hmi DmN -cL 'CON�0O1d'CONL-Nto t`riMOI�NN T%DNif)CONMct m%okOr�wmONmgzrm Ol - MM0NMd M 10 w m 0 H m q;r Int-COOIr-1NmM%D 0MHN . . . . . . C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Od rlC; CO C d4Un CO CO o0 C0 o0 CO CO COOIOIO (O (O C (d 01 01OOOOOOOOr-le-lrie-Ir-le-I44rr N N N NNNMM HNMMd'd' d d' d "d"cr"crIt'd'd'qcrIrTlq'd' IT d'1-Y d' d' d d'd'd' Kr Kr V'd'd'd d' V gczrM ntnLnMMU)lnUllnMMMLoM nlllln0UlUllntnmm IMMNd H m 0 H -Izr ONm- IZ TmML- 01I- MlMd' r-4 Ln wOH0M .:r M C:r -0 0Hr- i0mw1Od.Now o 111 d'Nk.OLMCO0110O01OlNL-NOIIfld'N Hr-INfn M00H H00)Old>ri Cl) L-rI W M 0 00 r- W r- M N %D H %D m O Cl) ri LM L- M N Cl) LM L 0 00 ri M LO 00 e-1 cr r- O M to Ol N Lo Ol N w 01 Cl) %D O d' 00 N %D O Ln m Cl) 00 N r- N L- ri lU H L` N L Cl) 00 d' O LM r-L L- M 01 kO N Ol LM N 00rANd'1-O Cl) W0) N10mNLM0)N LC) ONNLM00 NLM0ONLM00NLM 01NLMO1Nl001N1001 Cl) %0OMl-Od'f-H r00r-ILMO1NW01 Cl) \OOd'I-r•iLM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O rl ri 4 4 C4 N N M M M d' 4 4 LM Ln LM kO 10 1 0 I� 1� 1� 00 00 00 01 01 01 O O O ri i-i rI N N M r4 (4 4 4 4 LM LM LM 10 �O 10 [� l� [� 00 00 01 01 01 0 0 r - 1 ri r-I � ri e-i r-I � r-I r-I ri � ri c-i ri r-I ri ri r - I ri ri ri ri ri c1 r-I ri ri N N lMOinOLMOInO In O Ln O tn O tn OtMO tn OtMOtl lO 1O n O Ln O Ln OtMOLMOtMO tn O tn O tn O tn OtMO tn O Ln O tn OtMO tn O tn OtMO Hr-INNMM -V .zrMLM r- iHNNmmI-!'d'LnIM rir- INNMMd'd'InLM r-I rINNMMd -;r M0 rie- INNMMd "WM M ririN + . f + + + . + + + + . . + . + . .. + . + .. + . + + + + . + .. . + + + . + .. + . + .... + + + + + .. f . + 0 0 0 0 0 0 0 0 0 0 0 HririHHririHHC- 4HriNNNNNNNNNNNNMMMMMC 'LMMMMMMd ' d'd d'd d'vd'd'd'd' 4 f' I f I f f '� ..- Fm_j t ,.. # i I f ..I /_ 1 1 V A f " 11 1 1 > > > > > >> oYaoY o9aoioRoi aaoRoloioYo (Y(Y( toYo+otoYoYotao ► o+a oeoto C9ciOlotoio�ao�o�o�o�o�o�o�o�o�o�o�ao�o�o +ototao�oto�o�o�ao�o� H%DNL - d r mtflcMN r-i 0wr- %Dm flint Dt or - 0Mr-HM0ld'O 0%O%.Dr-W0Nl0M q<t'MM0 d IlIL-O0Hm ntDCO0Hm f tDw0Nd U') r- mHMlnl- Olr- Immr- ON'd'kOO Hm% 000OMlOwHM %DOINd'(-OMlOmNlOOINInOlNkD0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . MMMMd d'd'd LnL1LnLnLnLnt k�1 t1 �t099999OCOCO COOl0101O101O8884r 44rr NNNMMM�t'444LnLnLntflt0t099CO In In to to ltl toInLn to to to MMLn M M M Ln M M toM M In n Ln M M to to LnLn tO1D t0 t0tD%Dtoto W %D t010 tD lD W W tDto W tOt0 t0 W to t0 t0 to to toMMM T OWNL- d NriM%Dr4WW0 nNMtOMML- d lnH r-i Lnd'OL- n0101L- rid'Mr-IL-NtnW0O r-i Mt0 - ri01M H 0 0 r-i M to 0 %O N O 0) O\ O N %D O to d' N N M Lo 01 d' O 0O L- 0O 0 M 0O d N N Cl) LO 01 In N e-I N LO M LfI M N d' L- N ON 0) O Cl) O tO LO r- r-I 0O tO r r I %jo n OItOMOt r-mN00r- ll 41 Nr4 001 0Ot-\ O tDLOLnLO %D%DtDL-O0010rIN-1 t0000Nd'L MtDO m%00U101M 0OM CID d 01Lnr-1f0d'ri O N tD O M L- ri :' CO N tD O M h r-I LO 01 M L O d' 00 N t0 O d' 00 N t0 O d' 00 N t0 rl In 0) M L- ri lD O d' CO M L- ri In O d' 01 M L- N W H LO O d' ON d' CO M 00 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Or riNNNMMM44LnLnLnt0l0t0 9 9 00 00 00O1 01000 ririNNNMMd'44LllLn\ tO999000 0101000 ;riN NMM4d'4LnLn\ t0 NNNNNNNNNNNNNNNNNNNNNNNNMMMM Cl) MM Cl) Cl) Cl) m Cl) Cl m M Cl) MMMMMM('1M'd'I7'd'd ' d'd'd'd d'd'd'd'd d'�1 d' lnO lO O O tn O Ln O tn O Ln OIlIO Ln O Ln O tn O tn O Lt 7 O Ln O Ln O NmmICTd Lnm rIHNNMMd'd'mLn V-1 HNNMMd"d'Lntn C- 4HNNMMd'd'mm r-IHN NMMd'c!'lflt!) ririNNmmlc:r . .......... + + + + + + + + + + + + + + + + + + + + + f + + + + + + + + f .. + .... + + + ........... . M LO M Ill M LO M to tD t0 t0 tD t0 tD t0 tD t0 tD t0 r- r r- L- r- r- r- L- L- L- L- r- 00 00 00 CO 00 00 00 00 CO CO CO 00 01 01 01 01 01 Ol ON 01 01 01 01 M O O O O O O O O O H r-i r1 ri ri ri ri r-I ri f I f ...� f 'I f .� f� �..: � 1# f ..� f I [ I f f A IF I f -,I U V f - A f" " 1 # > > >.> a a— aaaaa aaaaaa as aaaaaaaaaaa aaaaaa a a a a a a a a a a a a a a a a a a a a a a a a a a a a aaa 0 m .9:r mm w 0m O%DMN ri Md'tD m Nmr1 m1Dmr Or- 1L-1 06 110N0 im mwm m Nr-1NO ML - r -IIn 61ML-NtoH m 0 Ln 0 Ln 0M61 Ln M 61L�Md W rr Nmr( md' rl w0 j.mr-r�0 n 61d'MMN HMMM 0 00 61 61 61 O O e-I ri •N N M M d d' Ln Ln d M ri O l` r- L- l- O 61 61 O ri N M d' Ln l0 l- w m ri N d' Ln L- 61 ri M m O O N 0 O N to 61 M O ri N N M 61 M 61 l0 kD w l0 W r- l` l` l` r- l` l` l` r- r- L- l- l- I- l- l0 %D l0 k0 %0 kD %D lO l- I- L- L- l- [- t- L- .l- I- co 00 00 00 00 co 61 61 01 61 O O O O ri r-1 ri N N M M M M M Lo L- H H ri ri ri ri ri r-I ri ri ri ri ri ri rl r-I Nr 0miOri%D61d 'mr-tD0I-O0000OM61O00wmr- 11 NO 0mN61Mhl00 mmrI0 0 0mr DOM6NOM[-dr00%ONril0Md ' ri6 Mriri kDmQIlzr\Ori000ONwwriwr- HI-IOM m0QNlOrw0r -00 00000 mQmNI-6100010000O10I 0wr-wIK;r 0 NQHNM61NNH w nMri6100lOmm-grd ' mm 00061 e-IMMf`'M0r-mOlO ;t r- gm00I -1-0061rid'l-ri( HkDN0m0NI-d'd'ION0 H N -:rH r- C-4 NI-NI`riQriO H OHOri%DH ONI - moo 1-\0Ul'd'd'lcYI- t�l-00 00 61 61 0 0 rlriNNMMd .zrm n OlDt-l-0000MM00OrIHNNMd' -I trMM%D%Dl-l-000 M0riH"M Md'tn%Dl- r- M M OrINMd'Ul d d'd V'd 11;r Ln LO LO LO LO LO U) U LO LOLoLnlnLnlnlnlntnlnlntO�okDko \O%Dko%D IolOtO1O\OIokD%DlOt 0 I-I-[ -I- I- I-I-[-r-r-r-I-00 06 00 00 00 00 LnOtnOlnOtnOtnOtnOlf lOtnOln011101nOtnOlnOlf101nOlnOtnOlnOlf1OLf1OlnOLnOtnOtnOtnOlnOlf '10111 OLL� OtnOtnOlnO d'Lntn ririNNMMd'd'Lnln ririNNMMd'd'MM t- IrINNmmcr -RTtnln HC- 1NNMMd' IQ* Ln0 rirINNmmKrK'tnln ++ +. ++ .+. ++ ..... . . .. .++++++++++++++ + + +. .. . .-}. ... 000 T H r IHriririri rirIHHNNNNNNNNNNNNMMMMMMMMMMMM d'd' -4 qd d' d 'crd'd'd'LnLnU'1Ln H ri rl rl H ri rl ri ri r) ri ri ri ri ri ri ri H ri ri H ri H rl ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri ri H ri H ri ri rl ri rl ri ri ri ri H ri ri H ri ri H H ri ri ri as 0 01 >> > > >��a�� a> Eel a a a a Of a aaa aaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaa L-d COM010mr- t MNI�r1V0OO lI-OCO0d'I-e-I0r-HN'd 0mNk.0OL11NNL- co M00m00L)U)L-OlOMriNMI , riL L-ril0 onwmmMritnri0vm0Nd to d' r- m r- N m m 0 ICT COMl0d 00mw0Nd 1000ri4L'L-OML-riln0 grmvOId'alM0kDNM C:r0%ONO M . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CO' . . . . . . . LnCONrir4L! NN L' 4Lnk0OLnOl4Ot0MOOU)MNOOlOr1 C)4 d' MNNri OO1COOt `�10Lf)d'�i'MMNr1r-I0001010)'O �L�I�l0l0MnLM) d lOHmmN rimwmmNN 0 OIOICll000000L- I- I- I- r- 0r- I- I- l l-[- L L-[- IOkOIO %Ol010%O101OWwwkDww%DLOLOLO f)L11LfllnlllmMLOM N M m LO 0r MOM d'r - ILZ 00m l0IR:rw wmmr-0 mwr-11 r-IOMI-I-mONC- iMwd'w0 oNTNr- iNL-I 1Olwmm0r--II-L-M w L f) w �P H H r-q M CO w H m N I- H M w M m m d' l- w N L CO N kO r-i H e-i CO O k0 w e-I H m L C) m CO M M m H m M m m N N w H r'i CO ri N O 1 10 m m w c-i d' mmw q 'NUIOOI-rimNmr-%DHmmotOONMMri01 COL -0001OOriO01C0%0M0kDN00MI�NnmN grr-m0NMMd' d' d' MN r-Iom - mmNr nwmr-MU1Wm Kz'N011flMOlmHwNl-NI-Nwriw Hr oNI-Nr 0NlOriU mmwNw 0-It m NwOd' COHm I-0 mr-ri 'IT k0OO1Or -INmm .:r m m % Dr- I- COOa% m00T- 1HNNMMd'.9:rmm%0%0L-t-OCO00 mm00HV -4 - I'll UILO%DtDl0l-1� O w m m O O O O O H ri rl H r ri ri ri ri ri ri r1 r r ri N N N N N N N N N N N N N N N N N N N N N M M M M M m M M M m M M M M M M M m m ri ri ri ri ri ri ri ri ri ei r e--I r ri ri ri ri r-i ri e-i ri r-I ri ri e-i r1 ri ri ri ri r-i ri ri ri ri r1 e--I r-i ri ri r--i ri ri ri r-i r-I ri ri ri ri r-I ri ri e-i ri ri ri r ri ri to O to O to O tf) O to O lt) O In O to O LL') O to O lf) O In O In O In O In O l!') O lfl O In O to O In O In O lfl O L(7 O l!7 O tf) O l!7 O 11') O L(1 O In O to O In O In O r-IHNNmm -tT v mm HHNNMM CT-cl C m ririNNMMICTlgr m m HHNNMMIcil :T m m ririNNMmNv -ZT m m rirlN . + f .. + ............... + ......... + + + + ..... + ... + + + . + . + ... + + .. + .... . l0% 0Wk0\ O% O% OVO% OWl 0i- L-I- L- i- t- t- L- I- L- I-I- 00WC0WC000WWC00000W0100 )Ma1MMMMMMM000000000000rIriHri H riririririririrlHHHrie - HHrir - Hrir HHr- irirlririe - Lririrlririr •iririrlriririririr - IrlriHHNN NNNNNNNNNNNNNNN >>>>>>>>> >>>>>>> aril 21 +25 137.9546 55.21 Q V V 21 +30 138.3326 54.88 Q V ** 21 +35 138.7082 54.55 Q V 21 +40 139.0817 54.23 Q V 21 +45 139.4530 53.91 Q V 21 +50 139.8221 53.60 Q V 21 +55 140.1892 53.30 Q ,id 22+ 0 140.5543 53.00 Q V V 22+ 5 140.9173 52.71 Q 22 +10 141.2784 52.43 Q V V 22 +15 141.6376 52.15 Q 22 +20 141.9949 51.88 Q V 22 +25 142.3503 51.61 Q V 22 +30 142.7040 51.35 Q V V 22 +35 143.0558 51.09 Q V 22 +40 143.4060 50.84 Q V 22 +45 143.7544 50.59 Q V 22 +50 144.1011 50.34 Q V di 22 +55 144.4462 50.10 Q 23+ 0 144.7896 49.87 Q V ,w 23+ 5 145.1315 49.64 Q V V 23 +10 145.4718 49.41 Q V A 23 +15 145.8105 49.19 Q V 23 +20 146.1477 48.97 Q V 23 +25 146.4835 48.75 Q 23 +30 146.8177 48.54 Q V V 23 +35 147.1506 48.33 Q 23 +40 147.4820 48.12 Q V V 23 +45 147.8120 47.92 Q V +r 23 +50 148.1406 47.72 Q V 23 +55, 148.4679 47.52 Q V ** 24+ 0 148.7938 47.33 Q V 24+ 5 149.1130 46.34 Q V 24 +10 149.4075 42.77 Q V 24 +15• 149.6520 35.50 Q V 24 +20 149.8293 25.75 14.89 Q Q V 24 +25 149.9318 V 24 +30 149.9895 8.37 Q V 24 +35 150.0200 4.43 Q V 24 +40 150.0358 2.29 Q V 24 +45 150.0437 1.15 Q V 24 +50 150.0487 0.73 Q V 24 +55 150.0522 0.50 Q --------------------------------------------------- 25+ 0 150.0541 0.27 Q - - - - -- am di r� di .. .r .. FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CivilCADD /CivilDESIGN, 1990 Study date: 4/ 3/91 --------------------------------------------------------------------- ROUTING UNIT HYDROGRAPH INTO BASIN 100 YEAR, 3 HOUR dd CITUS AVENUE DETENTION BASIN FILE NAME : ROT203' MR ---------------------- ------------------- --------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** mi From study /file name: TON23.rte 40 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 48 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 592.0 (CFS) Total volume = 46.22 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 +.� Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .w +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow storage data -- ----------------------------------- Total number of inflow hydrograph intervals = 48 Hydrograph time unit = 5.000 (Min.) .� Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------- ------------------ ** ---------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) °'" ---------------------------------------------- Ai -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge o utfl ow data: /2) ()dt /2) Basin Depth Storage (Ft.) (Ac.Ft) ( (A ai ------------------------------------------- 0.000 0.000 0.000 0.000 0.000 4.000 5.421 69.487 5.182 5.660 5.000 7.672 83.513 7.384 7.960 4i 6.000 10.036 95.501 9.707 10.365 7.000 12.512 106.144 12.146 12.878 8.000 15.094 115.812 14.695 •15.493 9.000 17.788 124.734 17.358 18.218 do 10.000 20.597 133.058 20.139 21.055 11.000 23.521 140.892 23.036 24.006 12.000 26.565 148.312 26.054 27.076 13.000 29.739 155.378 29.204 30.274 40 14.000 33.052 162.137 32.494 33.610 --------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 148.0 296.0 444.0 592.0 (Ft.) 0.083 1.6 0.1 0.005 0 0.0 0.167 8.3 0.5 0.037 0 0.0 0.250 22.5 1.7 0.136 OI 0.1 0.333 42.0 4.3 0.337 0 I 0.2 0.417 64.1 8.4 0.658 O I 0.5 0.500 78.2 13.7 1.072 0 I 0.8 0.583 87.7 19.6 1.529 0 I 1.1 0.667 93.9 25.6 1.998 0 I 1.5 0.750 98.4 31.6 2.463 0 I 1.8 0.833 101.6 37.4 2.914 0 I 2.2 0.917 104.8 42.9 3.349 0 I 2.5 1.000 108.2 48.3 3.768 0 I 2.8 1.083 112.0 53.5 4.176 0 I 3.1 1.167 115.6 58.6 4.573 0 I 3.4 1.250 119.6 63.6 4.962 0 I 3.7 1.333 124.0 68.5 5.346 0 I 3. 1.417 128.4 71.4 5.733 0 I 4.1 1.500 131.4 73.9 6.127 0 I 4.3 1.583 132.3 76.3 6.518 0 I 4.5 1.667 132.2 78.7 6.895 0 I 4.7 1.750 133.1 80.9 7.259 0 I 4.8 1.833 139.8 83.3 7.634 0 I 5.0 1.917 153.8 85.5 8.064 0 I 5.2 2.000 179.9 88.3 8.614 0 I 5.4 2.083 245.1 92.6 9.455 0 I 5.8 2.167 368.3 99.2 10.907 0 I 6.4 2.250 512.9 108.8 13.225 0 I 7.3 2.333 591.9 119.6 16.243 0 I 8.4 2.417 592.0 129.7 19.461 0 I 9.6 2.500 425.4 136.9 22.046 0 I 10.5 2.583 312.2 141.2 23.628 0 I 11.0 2.667 232.6 143.3 24.525 0 I 11.3 2.750 185.2 144.4 24.972 0 I 11.5 2.833 151.0 144.8 25.134 OI 11.5 2.917 135.4 144.8 25.123 0 11.5 3.000 127.0 144.6 25.030 IO 11.5 3.083 118.5 144.2 24.881 IO 11.4 3.167 97.3 143.6 24.633 I 0 11.4 3.250 78.0 142.7 24.251 I 0 11.2 3.333 55.5 141.4 23.732 I 0 11.1 3.417 32.1 139.7 23.066 I 0 10.8 3.500 18.0 137.6 22.284 I 0 10.6 3.583 9.5 135.3 21.438 I 0 10.3 3.667 4.9 133.0 20.564 I 0 10.0 3.750 2.5 130.3 19.683 I 0 9.7 3.833 1.6 127.8 18.808 I 0 9.4 3.917 1.0 125.2 17.946 I 0 9.1 4.000 0.6 122.5 17.098 I 0 8.7 4.083 0.0 119.7 16.267 I 0 8.4 4.167 0.0 117.0 15.452 I 0 8.1 4.250 0.0 114.2 14.655 I 0 7.8 4.333 0.0 111.3 13.879 I 0 7.5 4.417 0.0 108.4 13.123 I 0 7.2 4.500 0.0 105.6 12.386 I 0 6.9 4.583 0.0 102.5 11.669 I 0 6.7 4.667 0.0 99.5 10.973 I 0 6.4 4.750 0.0 96.6 10.298 I 0 6.1 O7t✓G HH 0 0 t0Ol0W10t010l0%Dl0WO W W W W W W W W W W W W JJJJJJJJJJJJM00101MO1 W O\01M01 W UlUlUlUlU1Ul0MUlUlUlUI.P.A . . . . . . . . . . . . . . . ;D . . :4 . . . . . . . . . . . . . . . . . ;D . . . . . . . . . . . . . 0010 W JO In I, . W NH0010 W JOIUIUI.. W N) -�OtO W ONUiZn�. W NNOOtO W JO,UnUn�A W NF-+OtO W J0%UiUn.P W Nf -+0010 W 030H LiCnrnW0HWCnONO3 0HWCnrnCo0HLjCn0) 00 0 HWCnrn03 0HLJ Ln 01W0HWCnrnWOHWCnrnWOFJWCna ,W0FJLJLIONO30HW W O J W 0 J W O J W 0 J W 0 J W O J W O J W 0 J W O J W 0 J W O J W O J W O J W 0 J W O J W O J W O J W O J W O J W O J W O J W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HHHHHHHHNNNN W W W W.P.PUlU1a1mJJJW Ww%D0 OOOOOOOHHHHHHHHHNNN N W W W W.P.PUlU101O1J W W 10 tONmHUlH0H.PJO•1�.J0 W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ;- . . . . ;o . . . . . . LnMa%J -4m 000H W p. Ulmm10H W Ul W 0wmtO W J . H0IHJ W OJUI.P -Pb Jt-b NJWHHNUIHtOION . . W W W OO\H.PW NNWUI 0000000000000000000000000000000000000 HH HHHHHHNNNN W W G4 W.P•.PU1U10101JJ W 1010 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OOOOOOOOOOOHHHHHHHHNNNNW W W A P.P UlUl010\J W W 100HNw001 W tOH WLn0OW 0 10 W JH0IH0w W W 00� .P.P.PUlUl0�O1J W W 100HN W Ln 0 w to H W In W 0 W 010 W JNJN W.PHW J0)Ln0 000•0- 001.P.PON00) PUi 03 U1U110JJ10Jn--0WH-9 0.P W WJWt0UlN10WJ01JtON0 HW0\01W NWO WHO WLnN)W 0HWtOWUIHOWHtOJtOIOW W U1010100W OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOHHHHHHHHHHHHHHHHHHHHHHH 00000000 0000 0000 000000 �v OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOHHHHHHHHNNNNN W W W.P.A.P.PUIUIUIUI . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 000000HHHHHHHHHHHHHNNNNNN W W W.P.P.P0UlUlOJJ W t0100HN W U101J10 W Ln-4wW U1 W Hw 0 w W 0 0 0" 0.0 X0.167 0.0 0.5 0.037 0 0.0 10.250 0.0 0.4 0.034 O 0.0 "1.0.333 0.0 0.4 0.031 O 0.0 0.417 0.0 0.4 0.028 O 0.0 0.500 0.0 0.3 0.026 O 0.0 10.583 0.0 0.3 0.024 O 0.0 0.667 0.0 0.3 0.022 O 0.0 0.750 0.0 0.3 0.020 O 0.0 10.833 0.0 0.2 0.018 O 0.0 40.917 0.0 0.2 0.017 O 0.0 1.000 0.0 0.2 0.015 O 0.0 1.083 0 . 0 0.2 0.0 11.167 0.0 0.2 0.013 O ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA**************************** do Number of intervals = 134 Time interval = 5.0 (Min.) 4 4 Maximum /Peak flow rate = 144.8 (CFS) Total volume = 46.21 (Ac.Ft) Status of hydrographs being held in storage 3 Stream 4 Stream 5 Stream 1 Stream 2 Stream 0.000 0.000 0.000 0.000 +w Peak (CFS) 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 * * * * * * * * * * * * * * * * * 0.000 * * * * * * * ** **************************************** * * * * * ------------------ r--- -------------------------------- --------- - - - - -- err N R a f" .o W �� O do FLOOD HYDROGRAPH ROUTING PROGRAM 4M Copyright (c) Civi1CADD /CivilDESIGN, 1990 Study date: 4/ 3/91 ROUTING UNIT HYDROGRAPH INTO BASIN 100 YEAR, 6 HOUR +d CITRUS AVENUE DETENTION BASIN FILE NAME : ROT206 ------------------------------------------ * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: TON26.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** di Number of intervals = 84 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 592.0 (CFS) Total volume = 64.84 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 +*� Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .e +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ +•. Process from,Point /Station 1.000 to Point /Station 2.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow storage data --------------------------------------- Total number of inflow hydrograph intervals = 84 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) +� -------------------------------------------------------------------- ""� ------------------------------------------------ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ----------------------------------------------- do -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge Outflow data: (S- O *dt /2) (S +O *dt /2) Basin Depth Storage (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) dw ---------------- 0.000 ---------------------------- 0.000 0.000 0.000 0.000 4.000 5.421 69.487 5.182 5.660 5.000 7.672 83.513 7.384 7.960 6.000 10.036 95.501 9.707 10.365 7.000 12.512 106.144 12.146 12.878 8.000 15.094 115.812 14.695 •15.493 9.000 17.788 124.734 17.358 18.218 do 10.000 20.597 133.058 20.139 21.055 11.000 23.521 140.892 23.036 24.006 12.000 26.565 148.312 26.054 27.076 13.000 29.739 155.378 29.204 30.274 14.000 33.052 162.137 32.494 33.610 ----------------------------------------------- � d•7 � 0 r1 F Hydrograph Detention Basin Routing ------------------------------------------------------ Graph values: 'I' =- unit - inflow; 'O'= outflow at time shown -------- - - - - -- ------------------------------------- - - - - -- Inflow (CFS) Outflow (CFS) Storage (Ac.Ft) .0 148.0 296.0 444.0 592.0 Depth (Ft.) 1.1 0.0 0.004 0 0.0 5.8 0.3 0.026 0 0.0 15.8 1.2 0.095 0 0.1 29.4 3.0 0.236 OI 0.2 44.6 5.9 0.460 0 I 0.3 0.6 54.1 9.6 0.747 0 I 60.1 13.6 1.061 0 I 0.8 63.7 17.7 1.379 0 I 1.0 66.0 21.7 1.690 0 I 1.2 67.3 25.5 1.987 0 I 1.5 68.4 29.1 2.267 0 I 1.7 69.5 32.4 2.530 0 I 1 . 9 70.7 35.6 2.778 0 I 2.1 71.6 38.6 3.013 OI 2.2 72.5 41.4 3.233 OI 2.4 73.4 44.1 3.441 OI 2.5 74.4 46.6 3.638 0 I 2.7 75.4 49.0 3.824 0 I 2.8 76.5 51.3 4.002 0 I 3.0 77.6 53.5 4.172 0 I 3.1 78.8 55.6 4.335 OI 3.2 80.0 57.6 4.492 OI 3.3 81.3 59.5 4.644 OI 3.4 82.6 61.4 4.792 OI 3.5 84.1 63.3 4.936 OI 3.6 85.7 65.1 5.079 OI 3.7 87.5 66.9 5.220 OI 3 . 9 89.5 68.7 5.363 OI 4.0 91.6 70.0 5.508 OI 4.0 93.7 71.0 5.661 0 I 4.1 95.9 72.0 5.821 0 I 4.2 98.1 73.0 5.990 0 I 4.3 100.5 74.1 6.167 OI 4.3 103.0 75.3 6.353 OI 4.4 4.5 105.8 76.5 6.549 OI 108.7 77.8 6.756 OI 4.6 112.0 79.2 6.976 0 I 4.7 115.6 80.6 7.209 0 I 4.8 119.6 82.2 7.458 0 I 4.9 124.0 83.8 7.725 0 I 5.0 5.1 128.4 85.2 8.013 0 I 5.3 131.4 86.8 8.315 0 I 5.4 132.3 88.3 8.620 0 I 5.5 132.2 89.8 8.917 0 I 5.6 133.1 91.3 9.207 0 I 5.8 139.8 92.8 9.513 0 I 5.9 153.8 94.7 9.878 0 I 6.1 179.9 96.9 10.368 0 I 6.5 245.1 100.3 11.152 0 I 7.0 368.3 106.3 12.553 0 I I 7.9 512.9 114.8 14.826 0 I 9.0 591.9 124.8 17.805 0 I 10.1 592.0 134.1 20.991 0 I 11.0 425.4 141.0 23.547 0 11.5 312.2 144.7 25.103 0 I 11.8 232.6 146.9 25.974 0 I I 11.9 185.2 147.9 26.398 0 I Time "* Hours) 0.083 0.167 0.250 0.333 +�rli 0.417 0.500 +� 0.583 0.667 ' 0.750 0.833 0.917 1.000 1.083 1.167 1.250 1.333 1.417 *� 1.500 1.583 1.667 1.750 1.833 to 1.917 2.000 +w 2.083 2.167 2.250 2.333 2.417 di 2.500 2.583 2.667 2.750 2.833 2.917 '*t 3.000 3.083 3.167 3.250 3.333 3.417 3.500 *+ 3.583 3.667 3.750 3.833 3.917 4.000 4.083 4.167 4.250 4.333 4.417 4.500 ,i 4.583 4.667 qM 4.750 No 000mwr-kD0 N r-4 m w %D m m N 0 w mm OI- d'T -iwmN O kDmr- iwmmowmmr -iwmNOit-d'N0O1r- wd"MN 4 0 m w wr[ Ow MLO . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NNriri4riririri4ri000OOOOC1C1C1d \C0OOl��t�10\O�LDU)LnLL Ul4444MMMNNNNNririr•Iriririr1r - tOOOOOOOO ri H ri H H r4 ri ri ri H H H H H H H H H 00 H00000000000000000 H H H H H H H H H 0000000 Eolro H H H H 0000 HHH 0000000000000 H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H O O O O O O O O O VD N0mHr -rir- IClt-Id1U')Mmmm0MCOM(- grm%Dd wmw -cz NO COl C00d 'OCIr•iU)lnd'OOmmmr- I[-I:zr0 m kD N m LO 0 m 0 m m q::r OM H MO CO d 00m0Ol0mmI :zr0�NmwmNN0mm0MCOIlINrmr-NO m 0 Nr m w w H w w N m m r-i m N H H m r- N w k.0 CTd d'Ult- OMh mm 0 Ulrimm NUlt- d1 0N LL7 t - ClNUICOHmwNt- r - I m0mH% DNOL llN0 t-UIM d'MNH0mwmr lOIDwID :TIT: d MMNNNC- Iri0Clmwr-%.DwInd MNNH000lwwr NriririHriririr- 100000 N N N N N N N N N N N N N N N N N N H T-i H H H H ri H H H r H ri ri NN 01U1O H m- cl , 0Ulll m m C -4 m r- m 0 m N m m w H m% Dt- Cl000HO1t-1 Ot- NC0 I'D Ull000mHN %Dmm%0HCOt-00Od'OIDd'NNMd %D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OOr�(� Un4MNriO01000Ul4M4C1\ D41; CllDMO9UlN011DNC11DMOtDMOL11OLL O\DNOUlNCl94NOC19104MNriO01CO :rICT d d d' rKrd d'IL'd MMMMCIMMN NNNe-IHHH000O1O1C1www w r- r- r- kD %D m w -.T 1. MMM NNNNNHHH rir-IriHH ri H ri e-i ri ri ri ri ri r-i ri e-i ri H ri r-I ri r-I r-I ri ri r-I r-I ri ri ri ri e-i ri ri Od'OOM oNo Od ML- OI-d' 0000000000000000000000000000000000000 . . . . . . . . . . . . . . . . . . . . C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . riLnt�OLn(148lOM000tOMN0lNril 4C- %O Mriri000000000000000000000000000000000000000 In M N N O Cl C1 Ol C0 O w r- t- t- t- lD %D 0 M N H r-I e--I c-i e-i ri M( �OMI�OMt�OMt- OML -OML�OMr�OML Mt- OMI- OML O M[�OMI-OML r� 0 M [� 0 M Mri000101flMriOCO�OInMr• IOOOtOIlIMt- IOCO�OInMriOCO\DlnMr- IOCOlDt11M HOW %DMM HOW omm HO00%Dmm Ho W OMM H OCO 000100HNf")d'Ulm%.Ot-w 0100HNMd 'LnLfllOf 00HNMd' L nLO%Dr�CO0100HNMd-InInWL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ll L1 L1 Ll U L . Ll LnL1L11LnUlLn%O1 11 tOk l 1t ��k �k `r �t`��1�[��!` t` 00OOCOOCOO COCOOCOOO ;C1O; O;a;O1C1O1 C1O101010. 0 . r - f // r f,-- ^-� ri ri r jr 40 on -W 0.5 4.0. 167 0.0 7.9 0.614 0 0.4 10.250 0.0 7.2 0.562 O 0.4 4 40.333 0.0 6.6 0.515 O 0.3 0.417 0.0 6.0 0.471 0 0.3 X10.500 0.0 5.5 0.431 0 0.3 10.583 0.0 5.1 0.395 0 0.3 ""0.667 0.0 4.6 0.361 0 0.2 40.750 0.0 4.2 0.331 0 0.2 10.833 0.0 3.9 0.303 0 0.2 ,40.917 0.0 3.6 0.277 0 0.2 1.000 0.0 3.3 0.254 0 0.2 41.083 0.0 3.0 0.232 0 0.2 11.167 0.0 2.7 0.213 0 0.1 +x.1.250 0.0 2.5 0.195 0 0.1 4 1.333 0.0 2.3 0.178 0 0.1 1.417 0.0 2.1 0.163 O 0.1 11.500 0.0 1.9 0.149 0 0.1 '" ° 1.583 0.0 1.8 0.137 0 0.1 41.667 0.0 1.6 0.125 0 0.1 11.750 0.0 1.5 0.115 0 0. 1 ,,.x.1.8 3 3 0.0 1.3 0.105 O 0.1 1.917 0.0 1.2 0.096 0 0.1 2.000 0.0 1.1 0.088 0 0.1 12.083 0.0 1.0 0.081 0 0.1 2.167 0.0 0.9 0.074 0 0.0 2.250 4 0.0 0.9 0.067 0 0.0 2.333 0.0 0.8 0.062 0 0.0 2.417 0.0 0.7 0.057 O 0.0 2.500 0.0 0.7 0.052 0 0.0 2.583 0.0 0.6 0.047 0 0.0 12.667 0.0 0.6 0.043 0 0.0 2.750 0.0 0.5 0.040 0 0.0 2.833 0.0 0.5 0.036 0 0.0 2.917 0.0 0.4 0.033 0 0.0 13.000 0.0 0.4 0.030 0 0.0 0.0 0.4 0.028 0 0.0 2 3.083 3.167 0.0 0.3 0.026 0 0.0 13.250 0.0 0.3 0.023 O 0.0 3.333 0.0 0.3 0.021 0 0.0 1 3.417 0.0 0.3 0.020 0 0.0 3.500 0.0 0.2 0.018 0 0.0 13.583 0.0 0.2 0.016 0 0.0 3.667 0.0 0.2 0.015 0 0.0 3.750 0.0 0.2 0.014 0 0.0 13.833 0.0 0.2 0.013 0 I" ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 166 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 148.2 (CFS) Total volume = 64.82 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 j Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 40 on -W r : FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) Civi1CADD /CivilDESIGN, 1990 Study date: 4/ 3/91 ROUTING UNIT HYDROGRAPH INTO BASIN 100 YEAR, 24 HOUR CITRUS AVENUE DETENTION BASIN FILE NAME : ROT224 * * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: TON224.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 300 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 592.0 (CFS) Total volume = 150.05 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1.000 to Point /Station 2.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth- outflow - storage data Total number of inflow hydrograph intervals = 300 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 4.000 5.421 69.487 5.182 5.660 5.000 7.672 83.513 7.384 7.960 6.000 10.036 95.501 9.707 10.365 7.000 12.512 106.144 12.146 12.878 8.000 15.094 115.812 14.695 • 15.493 9.000 17.788 124.734 17.358 18.218 10.000 20.597 133.058 20.139 21.055 11.000 23.521 140.892 23.036 24.006 12.000 26.565 148.312 26.054 27.076 13.000 29.739 155.378 29.204 30.274 14.000 33.052 162.137 32.494 33.610 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'= outflow at time shown Time Inflow Outflow Storage - Depth 'Hours) (CFS) (CFS) (Ac.Ft) .0 148.0 296.0 444.0 592.0 (Ft.) 0.083 0.8 0.0 0.003 0 0.0 0.167 4.2 0.2 0.019 0 0.0 0.250 11.3 0.9 0.068 0 0.1 0.333 20.9 2.2 0.169 OI 0.1 0.417 31.8 4.2 0.328 OI 0.2 0.500 38.3 6.8 0.532 0 I 0.4 0.583 42.3 9.6 0.752 0 I 0.6 0.667 44.5 12.5 0.975 0 I 0.7 0.750 45.7 15.3 1.190 0 I 0.9 0.833 46.2 17.8 1.392 0 I 1.0 0.917 46.5 20.3 1.580 OI 1.2 1.000 46.8 22.5 1.755 OI 1.3 1.083 47.2 24.6 1.916 OI 1.4 1.167 47.3 26.5 2.066 OI 1.5 1.250 47.4 28.2 2.204 OI 1.6 1.333 47.5 29.9 2.330 OI 1.7 1.417 47.6 31.4 2.447 OI 1.8 1.500 47.7 32.7 2.554 OI 1.9 1.583 47.8 34.0 2.653 OI 2.0 1.667 47.9 35.2 2.745 OI 2.0 1.750 48.0 36.3 2.829 OI 2.1 1.833 48.1 37.3 2.906 0 2.1 1.917 48.2 38.2 2.978 0 2.2 2.000 48.3 39.0 3.045 0 2.2 2.083 48.4 39.8 3.106 0 2.3 2.167 48.5 40.5 3.163 0 2.3 2.250 48.6 41.2 3.216 0 2.4 2.333 48.7 41.9 3.265 0 2.4 2.417 48.8 42.4 3.311 0 2.4 2.500 48.9 43.0 3.353 0 2.5 2.583 49.0 43.5 3.393 0 2.5 2.667 49.2 44.0 3.430 0 2.5 2.750 49.3 44.4 3.465 0 2.6 2.833 49.4 44.8 3.497 0 2.6 2.917 49.5 45.2 3.528 0 2.6 3.000 49.6 45.6 3.556 0 2.6 3.083 49.7 45.9 3.583 0 2.6 3.167 49.8 46.3 3.608 0 2.7 3.250 50.0 46.6 3.633 0 2.7 3.333 50.1 46.9 3.655 0 2.7 3.417 50.2 47.1 3.677 0 2.7 3.500 50.3 47.4 3.698 0 2.7 3.583 50.4 47.6 3.717 0 2.7 3.667 50.6 47.9 3.736 0 2.8 3.750 50.7 48.1 3.754 0 2.8 3.833 50.8 48.3 3.771 0 2.8 3.917 50.9 48.6 3.788 0 2.8 4.000 51.1 48.8 3.804 0 2.8 4.083 51.2 49.0 3.820 0 2.8 4.167 51.3 49.2 3.835 0 2.8 4.250 51.4 49.3 3.849 0 2.8 4.333 51.6 49.5 3.864 0 2.9 4.417 51.7 49.7 3.878 0 2.9 4.500 51.8 49.9 3.891 0 2.9 4.583 52.0 50.1 3.905 0 2.9 4.667 52.1 50.2 3.918 0 2.9 4.750 52.3 50.4 3.931 0 2.9 22r OO�O�Ol0t0I?I?rI r 0 w W w W W W W 00- 1J-1--1-1-]�l-lJ-1-l- 1CN ON01O�d1d 0000�d1O�mmUlmUlU1Utl31tJ1om (.7PJP . . . . . . . . . . . . . . . . . . . . . . . . . 6;:) . . . . . . . . . . . . . . . . . . . . . . . 00t000-1ONU1Ui-PwM►- 00ko03JO�UnUn�. W . NF -+OOIO W J01UlUl�- W NF %% iUi�P W N►-+OO�000JO,UnZnlPW NJ; 000HwUl0%W 0H W U101000HwU101000H W U101030H W U1 ONO30H W Ul a% 00 0 H LJ 0 ON 00 0 H LJ 0 0) 03 0 H W UIO%W 0 I- ILJ0ON000H W W 0 -1 W O �1 W O J W O �i W O J W 0 -1 W O -1 W 0 --1 W 0 -i W O �1 W O -i W 0 -1 W 0 -1 w 0 �1 W 0 -1 W 0 -1 w 0 -1 W O -1 W O J W O -I W 0 �1 W O1MOlM010 MO1M01M0101 010001 MO1 M0UtUi0Ul0000m000Ul0UlUlUl0mmmUlmUlUlUlUl (jlmUlUlUlUlmUlUlmUlUlmUlUlUl Ul 0 Ln P .?. 4:. L) W W N N w N) H H H H 0 0 0 O t0 t0 t0 t0 t0 03 00 00 00 0 ---1 --1 -1 -1 -1 m o m 01 0% Ul (A m (n UI UI .P .P .P .P .P .P W W W w w W W N N N N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � W O �1 .P F� OO U1 N t0 0% .. hl t0 O1 W F� ;o O% � l h+ oO j �P N 0 0;o � �P N O 00 O1 �A N O) ;o ,, P N O tO �l U1 W N 0 03 :l Ul W N O t0 �1 O1 � b W F 0 00 �1 U1 �P ON mom O ON 0000 O Ul Ul Ulm Ul mm Ul Ul Ul Ul Ulm Ul Ul 0000 Ul Ul 00 00 Ulm 0 0 U1 o 0 0 0 U7 mm mm U1 Ul mm m Ul Ul Ul o m Ul Ul mm NNNN►- jHF- 0t0t0 00 00 00 00 00 J-%1-1-�1-1 01 01 01 01O1UlU mmultT1 P P PpP P-P W W W W W W NNNNNNN NNHNNN000 . . . :4 . . . :11 . . . . . . . . . . . . . . . ;j . . . . . . . . . . . . . :.4 . . . . . :,3 . . . . . . . . . . . . . . . ;o . . . . Ul W OUINOUINOW Ulwj -,� 0�1.PNOW 01.P00001U1 Wl oi�1Ul.PN000Ul W lVOt0Ul..N) -j t0�101.PtaF'OO�i�iWOt001 .P .P .P .P .P .P P .P .P .P .P .P .P P .P .P .P A. P P .P P .P .P A. P .P .P P .P A. JL..P .P .P P .P .P A. P .P .P .P P .P A. .P .P .P P .P P .P .P .P .P P .P A. W W w W w . . . . . . :,3 . :4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ;a . . . . . . . . . . . . . . . . 00000000 J�1�1 01 01 01 01 0 1 01UnUnUnUlU1Ul.P.P.P.P.P.P.P W W W W W W W NNN NNNNh'h-'F , F , F�i,F� . 0 . 0 . 0 . O . O . O . O . Otototot0t0 4 W Hko - -I m W H% DM0 .PNF-'t0J01.PN1-- +t0Od\4P -wH0t --jM.P W 1-j 0 o- -101UI.PtiH000rlO\UlW NNOtflJONm PW H0ww M m . 00 m 01O1-1O0 I'D "W U1000 W 010 W J►- +UIO -Pb tO PtO.P.0mH-1i W 100NN t0M W 0-4 Db H %D M.PbHw JUlN003O1.PNO030)A.H OM.P 0000000000000000000000000000000 OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOHt - HHr+►- HHHHH W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W tJ W W W W W W W W W W W W W W w W W W W W W W N N N N N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 01010101UnUlZnUnZnUlU1 .P.P.A.P.P.P.P PW W W W W W W W NNNNNNNNNNI- �I- +I- �I- �I -+F-+ FBI- 'MCI- +F�000O000OOOOt01010t0 t0 40.167 65.9 62.8 4.899 0 3.6 3.6 10.250 66.3 63.1 4.921 0 3.6 „,x.0.333 66.6 63.4 4.943 0 37 0.417 66.9 63.6 4.965 0 3..7 0.500 67.3 63.9 4.988 0 7 3.7 10.583 67.6 64.2 5.011 0 3.7 0.667 68.0 64.5 5.035 0 3. 0.750 68.4 64.8 5.059 0 3.8 0.833 68.8 65.2 5.084 0 3.8 69.1 65.5 5.109 0 3.8 1 0.917 1.000 69.5 65.8 5.134 0 3.8 1.083 69.9 66.1 5.160 0 3.8 11.167 70.4 66.5 5.186 0 3.8 1.250 70.8 66.8 5.213 0 3 1.333 71.2 67.2 5.241 0 3.9 1.417 71.7 67.5 5.269 0 3.9 11.500 72.1 67.9 5.297 0 3.9 72.6 68.3 5.327 0 4.0 4 1.583 1.667 73.0 68.7 5.356 0 4.0 11.750 73.5 69.1 5.387 0 4.0 74.0 69.4 5.418 OI 4.0 1 1.833 1.917 74.5 69.7 5.450 OI 4.0 2.000 75.0 69.9 5.485 OI 4.0 12.083 75.4 70.1 5.521 OI 4.1 74.9 70.3 5.555 OI 4.1 q 2.167 2.250 73.5 70.5 5.581 0 4.1 2.333 71.4 70.6 5.594 0 4.1 2.417 69.0 70.6 5.592 0 4.1 2.500 67.8 70.5 5.577 O 4.1 2.583 67.4 70.3 5.558 0 4.1 12.667 67.5 70.2 5.538 0 4.0 omil2.750 67.9 70.1 5.521 0 4.0 2.833 68.5 70.0 5.508 0 4.0 2.917 69.2 70.0 5.500 0 4.0 13.000 69.9 70.0 5.497 0 4.0 70.7 70.0 5.500 0 4.0 ' 3.083 3.167 71.6 70.0 5.508 0 4.0 13.250 72.5 70.1 5.521 0 4.1 3.333 73.4 70.2 5.540 0 4.1 3.417 74.4 70.4 5.565 OI 4.1 3.500 75.4 70.6 5.596 OI 4.1 13.583 76.5 70.8 5.632 OI 4.1 77.6 71.1 5.674 OI 4.1 1 13.667 - 13.750 78.8 71.4 5.722 OI 4.2 13.833 80.0 71.7 5.776 OI 4.2 13.917 81.3 72.1 5.836 OI 4.2 14.000 82.6 72.5 5.903 5.976 OI OI 4.2 14.083 84.1 72.9 4.3 14.167 85.7 73.4 6.056 OI 4.3 14.250 87.5 74.0 6.145 OI 4.4 14.333 89.5 74.6 6.243 0 4.4 14.417 91.6 75.3 6.350 0 4.5 14.500 93.7 76.0 6.467 OI 4.5 95.9 76.8 6.594 OI 4.6 1 14.583 14.667 98.1 77.6 6.730 OI 4.6 14.750 100.5 78.6 6.876 OI 4.7 14.833 103.0 79.5 7.032 OI 4.8 14.917 105.8 80.6 7.200 OI 4.9 15.000 108.7 81.7 7.380 OI 5.0 15.083 112.0 82.9 7.573 0 I 5.0 **15.167 115.6 84.1 7.782 0 I 5.1 15.250 119.6 85.2 8.008 0 I 5.2 15.333 124.0 86.5 8.256 0 I 5.4 00 15.417 128.4 87.8 8.525 0 I 0 I I I „_5.500 131.4 89.3 8.810 15.583 132.3 90.7 9.098 ,,4.5.667 132.2 92.2 9.379 5.750 133.1 93.6 9.653 5.833 139.8 95.0 9.943 15.917 153.8 96.6 10.294 6.000 179.9 98.7 10.771 2 6.083 245.1 102.0 11.544 16.167 368.3 107.7 12.934 0 512.9 116.2 15.197 1 6.250 6.333 591.9 125.9 18.168 6.417 592.0 135.1 21.347 16.500 425.4 141.8 23.897 312.2 145.6 25.447 4 6.583 6.667 232.6 147.7 26.313 6.750 185.2 148.7 26.731 16.$33 151.0 149.0 26.863 '"6.917 135.4 148.9 26.824 ,ld 7.000 127.0 148.6 26.703 17.083 120.0 148.2 26.531 7.167 105.3 147.6 26.288 7.250 99.4 146.9 25.979 1.7.333 94.6 146.1 25.638 17.417 90.5 145.2 25.273 86.8 144.2 24.887 a 7.500 7.583 83.6 143.2 24.483 17.667 80.8 142.2 24.066 78.2 141.2 23.638 1 7.750 7.833 76.0 140.0 23.201 7.917 73.9 138.8 22.756 18.000 72.0 137.6 22.307 418.083 70.5 136.4 21.854 I'L8.167 69.8 135.2 21.401 8.250 70.3 134.0 20.957 18.333 71.6 132.8 20.527 "RIS.417 73.4 131.6 20.115 8.500 74.0 130.5 19.720 18.583 74.0 129.3 19.336 8.667 73.6 128.2 18.957 8.750 72.9 127.1 18.582 8.833 72.1 126.0 18.210 18.917 71.2 124.9 17.839 4 419.000 70.4 123.7 17.471 19.083 69.7 122.5 17.106 19.167 68.9 121.3 16.744 68.1 120.1 16.384 : 19,250 19.333 67.4 118.9 16.028 15.675 19.417 66.7 117.7 19.500 66.0 116.6 15.325 - 419.583 65.4 115.4 14.979 19.667 64.8 114.1 14.637 19.750 64.1 112.8 14.299 19.833 63.6 111.6 13.966 63.0 110.4 13.638 11 9.917 0.000 62.5 109.1 13.314 20.083 61.9 108.0 12.995 20.167 61.4 106.8 12.680 : 20.250 60.9 105.5 12.370 20.333 60.4 104.2 12.066 20.417 60.0 102.9 11.767 '20.500 59.5 101.7 11.474 Wj20.583 59.1 100.4 11.186 20.667 58.6 99.2 10.904 q 20.750 58.2 98.0 10.627 to 0 I I I 0 I I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I O 0 0 0 0 0 IO I 0 I 0 0 I 0 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 5.5 5.6 5.7 5.8 6.0 6.1 6.3 6.6 7.2 8.0 9.1 10.3 11.1 11.6 11.9 12.1 12.1 12.1 12.0 12.0 11.9 11.8 11.7 11.6 11.4 11.3 11.2 11.0 10.9 10.7 10.6 10.4 10.3 10.1 10.0 9.8 9.7 9.6 9.4 9.3 9.2 9.0 8.9 8.7 8.6 8.5 8.3 8.2 8.1 8.0 7.8 7.7 7.6 7.4 7.3 7.2 7.1 6.9 6.8 6.7 6.6 6.5 6.4 6.2 I I I I I I 5.5 5.6 5.7 5.8 6.0 6.1 6.3 6.6 7.2 8.0 9.1 10.3 11.1 11.6 11.9 12.1 12.1 12.1 12.0 12.0 11.9 11.8 11.7 11.6 11.4 11.3 11.2 11.0 10.9 10.7 10.6 10.4 10.3 10.1 10.0 9.8 9.7 9.6 9.4 9.3 9.2 9.0 8.9 8.7 8.6 8.5 8.3 8.2 8.1 8.0 7.8 7.7 7.6 7.4 7.3 7.2 7.1 6.9 6.8 6.7 6.6 6.5 6.4 6.2 ri0 mOL- 0nd' MNri0 M0ML -00Md'MNNrir40 0MhL rMMMNNrie- 1OMMV0d 'NO01r�0d'MNHOm000OI . . . . U . U . L . U . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . \D 1OUnU)U ULLU U LU L1 LlV; 4d' d' d' d' d' d 'd'd'd'44.4d'MMMMMMMMMMMMMMMMNN NNNN e;rie-i�;4r4r4r400000000 0000 0000000000000000 HHHHHHH 000000000000000000 H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H 0 0 0 0 0 0 0 0 0 H H 00000000 H H H H H H H H H H H O O O O O O O O O U1OICOMMN\Dn0H D L�d \D n0 tD0d M0Nd d'NL- 4Wm Nm%DMd 00NU10 d wmw - -: \Dd Ll1CONL-NwKrr -Imr- m d'd'd'U1L-01rgmwNL-NOd'riw% n%D000ML-0m Old' L-OMMOd'OIUINriNd'CONm%DLnd d U1L-OML- m0w nMOCOU)Mr -Imr- m m -i0IL-\0d'Nr♦OIOko Lnd Nri0Ol0L-\D\DUId d' Cl) NNri OOlL LO N (3)L-U1Mri0)L-Qd'MNr-i0O100OL-\D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OOOlO 1O1010O000t�� I�9L:\D\D\DlD\D\DUILnu' LU LnLnLnL) d d d d'd d d d 4 d'd'MMMMNN NNNriririr 4riri riOOOOO ri H 01L- d' NO1L- mMNOOmL- LnMHOO 10OlO1mOHMML-NOInMrir-IHNMIn00H KT nML nom\ Dd'Md'L-NO1wMr-Iif)OI-d'MMM -CT %D . . . . . . . . . . . . . . . . . . L . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . \Dlnd'Mri001001 \DLnMNri00tiC0 LD d'MNNr4C;CI9 4MNr4001001 1\ Ll Lnd'MNO94r�C0U1C 0( t9d CN( 0( ( 1 \ 4MN1- (O(ICO 010101mO1 01 00 00 00000000C000C0 r- r- L L- L- L-\ D \D\D\D\D\D\D\Dn10mU1U)LnmmmU) d' d d MMMNNNNN ririr-ir-1 r• HriH 0pd O\DM011DNMLnNm\DMOL-d N01 \DmHwtOMri01\Dd'N0r-mme-I0r-mMM COU)L-61d d MNL-U1M0000000000000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LOL L \ D\ DUIU) L) 44 d' MMMMNNNriririri0000 010101010100000000[�L�99 NUIUI4 CO4 N c-10000000000000000 LiILnU) LnU') Lf1LnU') U1U) Lnl nUltnU )LnLn - zrd' d d'd d d'd• --crd d qqr -,T -;r MNH c M r- O M r- O M r- O M r- O M r- O M L� O Mr� O M r, O M L O M L O M r- O M r- O M r- O M r- O M r- O M r- O M r- O M L` O M r- O M r- O M r- O M M ri 0 CO \D Ln M ri O CO \D U) M 'i O CO \D In M e-1 0 00 \0 U) M ri 0 CO \D LO M ri 0 00 \D UI M e-I O 00 W Ln M H 0 CO \D Ln M H 0 CO \D LO M H 0 00 \D LO M ri 0 CO 000100HNm Cvm m \DL-CO(;)00HNM.C:rmmwrL w0100r4N m-c:r m n\DL-000100riN Md'Ln Ln\OL- 000100HN m - n\OL- 000100 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OO4444ririririririririNN NNNNNNNNNNMMMMfMM Mc4MMMM444d'd' 4 ; 4444 d'LnLnLnLnUILnUILnLnLnLnUI\D\D ° f) N N� N f �l N N N N N N N N � N ^ -^ � N N N N N N N N N N� ^* ? N N N ( N N N N ° ^ N � N N N N N N N N N N N N N N N N N 26.167 0.0 7.9 0.617 0 0.5 26.250 0.0 7.2 0.564 0 0.4 6.333 0.0 6.6 0.517 0 0.4 26.417 0.0 6.1 0.473 0 0.3 26.500 0.0 5.6 0.433 0 0.3 26.583 0.0 5.1 0.396 0 0.3 26.667 0.0 4.7 0.363 0 0.3 26.750 0.0 4.3 0.332 0 0.2 26.833 0.0 3.9 0.304 0 0.2 26.917 0.0 3.6 0.278 0 0.2 27.000 0.0 3.3 0.255 0 0.2 27.083 0.0 3.0 0.233 0 0.2 27.167 0.0 2.7 0.214 0 0.2 27.250 0.0 2.5 0.196 0 0.1 27.333 0.0 2.3 0.179 0 0.1 27.417 0.0 2.1 0.164 0 0.1 27.500 0.0 1.9 0.150 0 0.1 27.583 0.0 1.8 0.137 0 0.1 27.667 0.0 1.6 0.126 0 0.1 27.750 0.0 1.5 0.115 0 0.1 27.833 0.0 1.4 0.105 0 0.1 27.917 0.0 1.2 0.096 0 0.1 28.000 0.0 1.1 0.088 0 0.1 28.083 0.0 1.0 0.081 0 0.1 28.167 0.0 0.9 0.074 0 0.1 28.250 0.0 0.9 0.068 0 0.0 28.333 0.0 0.8 0.062 0 0.0 28.417 0.0 0.7 0.057 0 0.0 28.500 0.0 0.7 0.052 0 0.0 28.583 0.0 0.6 0.048 0 0.0 28.667 0.0 0.6 0.044 0 0.0 28.750 0.0 0.5 0.040 0 0.0 28.833 0.0 0.5 0.037 0 0.0 28.917 0.0 0.4 0.033 0 0.0 29.000 0.0 0.4 0.031 0 0.0 29.083 0.0 0.4 0.028 0 0.0 29.167 0.0 0.3 0.026 0 0.0 29.250 0.0 0.3 0.023 0 0.0 29.333 0.0 0.3 0.021 0 0.0 29.417 0.0 0.3 0.020 0 0.0 29.500 0.0 0.2 0.018 0 0.0 29.583 0.0 0.2 0.016 0 0.0 29.667 0.0 0.2 0.015 0 0.0 29.750 0.0 0.2 0.014 0 0.0 29.833 0.0 0.2 0.013 0 0.0 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 358 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 149.0 (CFS) Total volume = 150.04 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol ( Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **