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Tract 15964 & 15964-1 (2)
SL ENGINEERING, INC. JN 545 IVIL ENGINEERING • SURVEYING LAND PLANNING HYDROLOGY AND HYDRAULIC ,P?�oFEssroy� A. C) 25917 9� m cc W- EXPI ES :, MA12131 /Dtj ,4 CIV 1�-\��`Q. OF eat. CALCULATIONS [Elm TRACTS 15964 & 15964-1 RICHARD A. SCIANNI R.C.E. 25917 DATE GpppOd�D 11651 Sterling Avenue, Suite E, Riverside, CA 92503 • (909) 785-5122 9 Fax (909) 785-5180 INTRODUCTION This hydrology and hydraulic report represents a watershed area of about 40 acres which is located in the City of Fontana. This watershed area is bounded by Baseline Road on the north, Rancho Fontana Village Parkway on the south, Sultana Avenue on the west, and Lime Avenue on the east. The general drainage of this watershed is southwesterly, and for the most part it drains to the Miller Basin which is located at the southeast corner of Miller Avenue and Sultana Avenue. It is assumed that the drainage north of Baseline Road drains west of the watershed area. It is also assumed that the basic roadway system is in place with a minimum 24' of pavement and an earth ditch along both sides which can handle the drainage flows. For the purposes of this report the drainage flows in the undeveloped condition at the intersection of Miller/Lime is assumed to allow 50% of the flows to turn the corner and the remaining 50% to continue south away from the watershed area. The basic theory of this report is that the developed condition flows do not exceed 90% of the undeveloped condition flows at the points of concentration mentioned above. This report will analyze 100, 25, 10, and 2 year frequency storm events for both conditions. The Detention Basin proposed for this project is sized and designed to detain the difference between the existing condition and the developed condition of the 40 acre watershed bounded by Baseline Road, Sultana Avenue, Lime Avenue, and Rancho Fontana Village Parkway. The results of the hydrology and detention basin flow-through calculations indicate that the developed condition flows do not exceed the undeveloped condition for the 100, 25, 10, and 2 year storms. e Sd5\hv1trvtI TABLE OF CONTENTS VICINITYMAP.......................................................................... 1 PAGE INTRODUCTION.......................................................................... 1 PAGE HYDROLOGY CALCULATIONS...................................................... 70 PAGES DISCUSSION (1) SOILS GROUP MAP (2) TABLE C.2, Fm VALUES (3) SECTION D.4, INTENSITY -DURATION CURVES (4) ISOHYETAL MAPS (26) 2 YEAR -6 HOUR (5) 2 YEAR -24 HOUR (6) 10 YEAR -1 HOUR (7) 100 YEAR -1 HOUR (8) 100 YEAR -6 HOUR (9) 100 YEAR -24 HOUR (10) RAINFALL DEPTH GRAPHS (11-18) STREET CAPACITY CALCULATIONS (19-21) CAPACITY CALCULATIONS OF KNUCKLE (22-26) CONCLUSION OF HYDROLOGY STUDY (26) 100 YEAR ONSITE HYDROLOGY (27-44) 10 YEAR ONSITE HYDROLOGY (45-62) 100 YEAR EXISTING HYDROLOGY (63-66) 10 YEAR EXISTING HYDROLOGY (67-70) HYDRAULIC CALCULATIONS LINE "A" HYDRAULICS ........................................................ 11 PAGES LATERALS "Al, A2, A3 CATCH BASIN CALCULATIONS ......................... C.B. Al -100 YR. & 10 YR. C.B. A2 -100 YR. & 10 YR. C.B. A3 -100 YR. & 10 YR. C.B. @ NODE 20 (HYD. MAP # 0_ CATCH BASIN CAPACITY GRAPH STREET CAPACITY SHEET ............................ 10 PAGES (1,2) .(3,4) .(5,6) _(7,8) _(9) (10) BASELINE 1 AVE• PROJECT SITE VICINITY MAP NOT TO SCALE THOMAS BROS. 2001 EDITION PAGE 574, GRID E-7 & F-7. W Z W Ln Z '¢ W uiz MILLER ¢ AVENUE Z g Ln ZD J J cr_ N f— DRAINAGE BASIN FOOTHILL BOULEVARD VICINITY MAP NOT TO SCALE THOMAS BROS. 2001 EDITION PAGE 574, GRID E-7 & F-7. W Z W Ln HYDROLOGY CALCULATIONS DISCUSSION The soil group used for this report is soil group "A" which is taken from figure C-13 of the S.B.C.F.C.D. Hydrology Manual. There are 4 hydrology studies provided for this project along with 4 hydrology maps which correspond to each one. For the developed conditions presented this report uses the residential classification with 5 dwelling units per acre. For the undeveloped conditions presented this report uses natural cover "grass" classification with a "poor" designation. The following are the 4 studies provided: ONSITE HYDROLOGY FOR TRACTS 15964 AND 15964-1 SEE HYDROLOGY MAP NO. I a) 100 year study b) 10 year study 2. OFFSITE HYDROLOGY FOR TRACTS 15964 AND 15964-1 SEE HYDROLOGY MAP NO.2 a) 100 year study b) 10 year study 3. OFFSITE HYDROLOGY FOR ENTIRE WATERSHED (EXISTING CONDITION) SEE HYDROLOGY MAP NO.3 a) 100 year study b) 25 year study c) 10 year study d) 5 year study e) 2 year study 4. OFFSITE HYDROLOGY FOR ENTIRE WATERSHED (DEVELOPED CONDITION) SEE HYDROLOGY MAP NO.4 a) 100 year study b) 25 year study c) 10 year study d) 2 year study SAcorrespondence\545Uiydtext2 0 6�0 i'i"I'r ,r/` ty • \, f'r .� _f0,V ,% vr,''` '`' lOVRC�I osoi.poYMAP . r \, • ,\.� D . -. �� •_ •• i i• . � . �:;,� �'�� , i f �� I n � ,�1 a.,., w• .+5 �., '/ �.� �.%�'.r ai.�� _ ,p •\ j'• 1•\~, �,I' .���~� �+•� 'i*:r�''t `1`C:• .�j'N`/;k� ^`�. .�.Ny '.4%!_l1: �\".'C'1�T. NL'7-r�h1. _ •' ,n\�> ,- �'. .t^ ..: ••+. �, �/1 "jrJ' l \, ti_.'C�/1 dl. `:aa\; yri ,�ti1;I��J a '.• 'l. I. , N '�;'.M, .Na r(, n p "r ". ' "`�C,+1-: ,f� )� l,'�,,; ('•,+, I,;,(( ' ,; t-"'r'(4iic17�;,,._�,t•)1 '}r.%'f,' '.+1 . �"�� '�5..f"�,6 � � . . --. 1 ' "1+' ./.`,' `' •A_ •7 -..{. 1: �` i f IN,, r, :lr'-1$ r -•'.moi S+ '' r7' p. \ �/S ,/y�r`�ye•:r.I�(��`(r�1. '�-��i11 1' i t�,;.,'•,a,.y }�•.� wYJ'= iYS�-"•'t`I ,r. �i-1 ••ate!,- •j' <j.'l'!.�'' l�i.::•:• .,:,_� `"• - .'. 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'•-\I .: F71;+. - .. r,... - -fi-__ llAil _ 0L 7 l .v • - �.. ... r -.. . r �.'.. ; ..... _ ..... _ .,...-. ._ � - ' ..1 fir:.. .!� _sr+ _ yl-_..-.�-•-'.,—_,_ w T�-- - - ._ - `-__" V `' B _ _ 1 /j� Tj��%�I .• � '+�f:t�.l C_4. q•.??'-� '�1 �9ci_ � •M .. - ,:, w.r !'..-- - =� �SG �N6 ■a ., �I•,'I -Y$ � .. ' r,�s:_•r_ s , .�� ... ._ i--' .- -• -- _ 'd• .,.r... 1r lf 411L 17 ' I - - I1i�5� * _^cif :.,. _ -, • _...= ��'f. . .. � �•, -i .._ el - t - N '2 � C- �+'•- ,� „ 1--�� ..._ `.' J _- - _ : w. ^'iF:'•r,_ '_ ;(19r,'. :1 -zLp�...]I - •j - �.ic . � :i` ?' �""O � ..,.. -� • _ yeti_+ ;. "1f -i^ - r,-.'� • I I:._.=�=' i�iIU!.-e r" i � - -a- w � — ■ -. _— = _i. Tr,1: ne.:y -`'s--•.1 - •i- 1I. �TI: ' _ I ' � '� ..._. 91 i ..:= _ •�t ,+ i. _.. ,•. e-„ �LaJI==-:1-1:. ��; -i'�l - i.�a4 -� .L1� ��: - -`+I .I _. ��+ � i •�' t_::_�' � - .__. — - _1,•�`". "r_ ''J_-_. -'711 ''- Tf:d .':..r .: r 'Y •- - _ I lir - 7 giw _ _ _ _ 'I __ I�- ,i`I -•-7'n •J �'�%' ' � '\ � 1. .�•- '.. _ ''�'TA�..,_�:a.:.,: .. .s. r,�,?-. A' f._ .('•. 1'. i 'f•'•= .-.,Lr"Ui, -l'\ •�y,.�U.+r r_.�;' "!'�: '1 �I _ A. 4.4 -_ti_`�—tet '• a _ _.– t V � ., .. .. . ROUP BOUNDARY z: •.z• - _ USE SOIL GROUP A ROUP DESIGNATION _^ _ SCALE 1148,000 OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR u SOUTHWEST -A AREA TABLE C.2. Fm (in/hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP COVER TYPE Ap(1� A B C D NATURAL: Barren 1.0 0.41 0.27 0.18 0.14 Row Crops (good) 1.0 0.59 0.41 0.29 0.22 Grass (fair) 1.0 0.82 0.56 0.40 0.31 Orchards (fair) 1.0 0.88 0.62 0.43 0.34 Woodland (fair) 1.0 0.95 0.69 0.50 0.40 URBAN: Residential 0 DU/AC) 0.80 0.78 0.60 0.45 0.37 Residential (2 DU/AC) 0.70 0.68 0.53 0.39 0.32 0.60 0.45 0.34 0.28 5 �� qc. Resi�.LdeVa-1 0.40 o.SS %�`i l/J'i`Ff�PQe 0.30 �.i1o1�1 0.22 0.18 es' Condominium 0.35 0.34 0.26 0.20 0.16 Mobile Home Park 0.25 0.24 0.19 0.14 0.12 Apartments 0.20 0.19 0.15 0.11 0.09 Commercial/Industrial 0.10 10 i:. 0.08 0.06 0.05 NOTES: (1) Recommended ap values from Figure C-4 (2) AMC 11 assumed for all Fm values (3) CN values obtained from Figure C-3 (4) DU/AC=dwelling unit per acre 0 It is noted that the Tc computation procedure is based upon the summation of an initial subarea time of concentration with the several travel times estimated by normal depth flow -velocities of the peak flow rates through subsequent subareas. D.4. INTENSITY -DURATION CURVES Rainfall intensity (I) is determined using intensity -duration curves which are appropriate for the study watershed. San Bernardino County has prepared isohyetal maps corresponding to 10 -year 1 -hour and 100 -year 1 -hour return frequency precipitation. Point rainfall for intermediate return periods can be determined from Figure D-2. Intensity duration curves for a particular area can be developed using the log -log paper of Figure D-3, plotting the 1 -hour point rainfall value for the desired return For desert and mountain watersheds, the slope of the intensity duration curves is assumed to be 0.7. These slope values may be modified if rainfall data record analysis indicates that such modifications are appropriate. Any modifications of the slope values must be approved by the County prior to submittal of a study for County review. D.S. RUNOFF COEFFICIENT The runoff coefficient (C) is the ratio of rate of runoff to the rate of rainfall at an average intensity (I) when the total drainage area is contributing. The selection of the runoff coefficient depends on rainfall intensity, drainage area slope, type and amount of vegetative cover, infiltra- tion capacity of the ground surface, and various other factors. Since one acre-inch/hour is equal to 1.008 cfs, the rational formula is used to estimate a peak flowrate in cfs. The runoff coefficient is assumed to be a function of the impervious and pervious area fractions, an infiltration rate, 4:0 LUCERNE I R7W I R6W 4W R2W 7- -R)W `1r RIE 'a» R2E u _ i _ 'PNELANI,T ,JO I,o _ I I ; NE -- - I - - - - -- - --- -- - "970 VESTrt �/ I n V. \' -I s to jar z 1\ I QB' n 9 I o I ✓�� ••, li �J`. -1 Y -� + r� _ _ '-�-- r_ _ x -} q, .-� - 't` - y y f RA No ESNAK ._ _ . y/ i 4 -`' y`�✓,�7 I Y .e T Ifi .5 aafN I - 1.2 TT�- �� - --a - I t ..�; , K T ?3 13N ti r' , y�' I `- -- - -- �.2 '-7 - - - - �•-- — i - � -- 1'I- —' I ! Iry &Q 1 - I i I I NT N ANT NI ,r�9k ', � ( I •i, - l of MROwNEAD ORAL I iN L. 3.0 LGR 04r _ I �- — — � 3193Ti — — _ N �°• _ I ` I: LRESTLINE4 \ cvff, \ _ - Q .. cif` - '_.GL ANOW \� ! NE - Iz ;fI I� t-• I aIINa sPRlxas1 RLOA. J t — — — — -- 2.4— I GA — - � _� I - 2. - - - - T, ' pi�>r _ "T ,IT •r. =--", -- -- - '' - - 1`2..0T i - -.•. t - - - \ T� _ �. _�tI J S\ I �• - I_ Le " !L`�i i �l �� I� IN t W ALTA i ,. LOIw _ • I �;:, a °r / l °J snN o / \ \ UPL�ANO' T ' — IN cLARawr„.iE .. R I A LTO_- -—i -- - - --- F O N T A N Ate- IAI 1, 1N cNEN�NE CNTA O - -y T 2. —r r REDLANDS S \ LONA LINDA - x• _ :1 _ �I ' .,DN �` ` 2-61 2.4 r9RANq„ TEAR } f ••`• - i TUCAIP ” 4/I T m •CHINO -- i— ` +— ° ,r— -- _` -�.:, .AN .ERN s° DUN _ - `_. , - — — — ' b•n' - ;, _ I; RIE I I I R2 E fill 3 a -00 °o- - ---. o / T RIV[RAID[ CDYNT t T2s I ERSI' E—- ��. _- - _ __- -+- - -_ r -=Eq nE -" TSP �'1 - - _ ii• - I - _ _ __ - +•p - ..o /: ? ;- r ,l � - .rc • ~ P P-�^ - I _ +-\1• �.,,.r I I i15, T ° '° __ - - �— - - --I — T;po / \ )1 �HSP� ' R W R3 _ R2W �I RI SAN BERNARDINO COUNTY — — - - - — - — -- —�� FLOOD NT� 5w - R J. 7 % VALLEY AREA •) ` I I II,IFL D ONTROL` _, I REDUCED DRAWING SAI I90HYETALS S I I I I I 'D<., -- — -- — - — -- T- -. - - -1 - - � — SCALE I = 4 Mil ES XI - 2 YEAR 6 HOUR _ -I t ;-- A ` -' �30�--� - -- . SAN BERNARDINO COUNTY �� U.� �..,�.._.�� 7115 .. r R8W ; R7w - Rsw 1 HYDROLOGY MANUAL. �.0 ISOLINES PRECIPITATION (INCHES) oarE scxE na 1962 f•t�a wro 1 1 « It . UJCEF46 ALLEY I W I R6 I I R5Yd 4W 1.0 - r- T- - RIW •. Ii RIE ° a. RZE TQ 4j -I - - - - nfLAN MI Iia^130 _ - - Y - - - - y - - - n 1 Q0 --I - - - I - - y� - I- n ♦S � NESPERIA I••-; � I - L �--` T4N 1.4- I�I - +" I n a/ rt `' \G� LAY Is:.1N...Gr l 2 I I O� �~ f I. �• I oQ/ � ..�� f ` _ _ ' ..<i � «°•�•... I h 11 � � I I I �4 "-146-4 ! / „ 1 -' 1 -� r _ - - T __ - _ - I �6•- - -t -I - -I•- �'�S/� -. 7 I - 1- '2 �. / l RP i'IE SNfI[E I - • a ! ,��� / ;L 1 6 i }' ud T3 —T — — <. — 6 — I — — — — — _ Ir _ J . I °RP- ,. Lrk4 ,Y u _ 4 _ f �l •y I'`n: , "� / T S 1 70 I -I �--'i\ - „� �'- � � -1•� JN +�• -_ 'Z '..'Yi• �. -- _�. -i e - �-. J � ' - - JI 1 -7 � -I I < I - -1- _/ - - - -- 9 _ , 6 3 C.MaoM i �•`I E f u ` r -_ / - - - I ! 4 I _ I `y 34 It• G Irk 4.5 - I • I I --- \ .ai tcpy4 V.� ' IT .$pN PN T�NIO - I 3 - S 3 0)5 2`-}RF�RI� L- AM ------L 4a - VII" `I I �ePLowl IN D NFGR I L E . S.S i +go15j AR'L�- I ERWIN l ' ,r \ I / /!: L G Y c• _ _ • - - - - - 34-1 N J- -y ��CRt7TL INE 1 Q/[Q 1 � _ C \ � i �� of G ��--I t-� �J--�� KJ.R LX \ T -1 -I \ \ rCUCPNONGA \ a`I` \-'i ( ._ J �jIa��rcu�• �l «-1' -`•�-� 7 4- -- I i I" •€I -Yx°- -l/ r.`( IsrwW �� J - yY� y �I �I REa. �`Wit* — al < a \ — �—t 4—' - --, -� — —`S. — ALLEY .. �I �7..�0 <� ii i Z\ 9�• \ �r)'9 .� p^•J, i 1'a 1. / S. y SPRING[ o f I I aY/ SU PR / 15.0 I� \ pp' -1 I: y - l r 4.5 ./ - L e«ATr _ <•�.�� < TIN I - - - - -�- Y - T' _ I sr. s WI i 1. J ,( GAP, / 4.9 f,=ryi TSI !N -- --� ---- - L - i J•� s�i:..` �. 13.3-� �--')nN� c°� -- - ! - -I-T +---r--\=�1. �rALTA UPLAND' - ' u ^K ctAR[raiT in R I A L - - i- -- lcuc_ .o.,. FONTANA -- tG -NJ wps \ tet- - -h • -,I owo � TIS -- — — - ° �, -T _ i ONTARIO::i — S - �I -- i - - �- _ - •- I -- - -710 4: I . I .R< I - A�P,. F i� G^ _ •,'1. •-, n._ �-�.//-` i.:'.. 7—UC'-AIP l � - � - _E -N I —.0 i5.k t-A! �•�. ts`^., '�. �uNLRa s„ 0 _ H I •AN+TERRACE l '• i �14. eJ 1 I - J'3 �JY f G 1�` T CHI 0 yr — - -T — — — — - _ _ - .,1 - . -, 4.0 Il - •' -- t I --� - - - - - - +- - r� �}- -� \ '-�4 [LANA DRIO GUR = }-I� IE I I ' R 2'E !� I �' .0 RIVE E COUP! T2S —_ = --- — — --- I -- - -' - - - -- - 2.5 — -�` p1 — -- -- - � --- --T — h-- ��•p•n< — t— —TP — — _ — _ _ — F - — — - ^,a l � 1 -1 fr } •• I ..SER �I gP / T r -� 3.0 •I - - raR< - -=I -- —tP.=-P- f� — � —v�I - I - —- -t - -LB 3.0 20 a 20 R2WR I I S 31 jr, .� ! SAN BERNARDINO C FLOOD 5w 3B A REDUCED DRAWING VALLEY AREA I I \I OC P '' ! 11 IFIL R CONNTROL SCALE 1 = 4 MILES tSOMYET" ,.! - X2 — 2 YEAR 24 HOUR -I-t-�,�-----SAN BERNARDINO COUNTYBASED °" ".ftr"°'�`,{"` _..�)Tl3-i;II-s I — " 4;5 ,Raw , ' ! - -' r R7 - - - - RCW 1 HYDROLOGY MANUAL G.o IsoLINEsr eclPlraTIoN (INCMES1 DATE to Dura • � 1962 f•tt► GRIIOi ! M 12 81-1 -t Cq T FIGURE R-7 I LLKX*NE + + t, 4 1 W I R R 6 W R5W '�—�R 2 w -T---moi" RIE T4 I- 3c, RIW R2E �4 I i I 11-t 45 �7 M(gpERAT4N T T L MIT 1.4 irr p 9— \4aawrt RA LESNA z Tl 16 T 3 N IA q 2 1,2 22 7- 3N1 `7 4- 1.7 v .1 INi Li 1.4 -Z 3 L R "I L 1 L. A �HEAC 0* 4-- BERN A _.,NA T2N BEAR GAIts 134*�sT2N --T PIE -4- v LANE 14 w 4 • 1.4 Nos I ARLO.- Zll TN 7 L A's 4r DAM �,,TIN .9 --7 -T AM dlSft 7\ r SAN 9 R—ROIN AL HiGM� LO,:TMAAt P L A IN D N. T DI NI 4% RIALTO_ -4- F NTAN— A- %AS F TIS ONTA IQ� Iwo ... .. T'4 S 17 y RE r 5 1 -Al I CRESTMOR 9 OAK IN PA RACE Yu I DRANO TER niv CHINO -7 11 6� A5 N I ERNAIIIDINO OuNly RIE -T. R E • RIVIIIASIDE covil Y, 34-00 ------ 11 IT T2S d- RSIDE -4 Y r 5 R4W R O'R I' R2W 'R I" t t SAN BERNARDI'NO COUNTY •FLOOD CONTROL DISTRICT �RADO R 5W - IF 0 -N T OL� /100 VALLEY AREA AS, REDUCED DRAWING T3S — — — SOHYETALS :OA. SCALE I"= 4 y10 10, YEAR I HOUR T 4 JN'. R SASED 0N.U.S.D.C, Nj0AA ATLAS 2, 1973 A SAN BERNARDINO COUNTY APPRDM BY 1 :5 HYDROLOGY MANUAL LEGEND*. r'I-UUU UUM I KUL X t 140. I R 8W R7w R6 174 . : I I ISOLINE§ PRECIPITATION (INCHES) DATE 3CALE FILE NICL DR7C ............................. 1982 I"-zmL WIRD3 of 12 M--2 _ter I LIS R8 R7W w I RIW RIE R2E PHU -30 4 �R2 T— R6W PH EL." 30 T4N T4N LS 1 4 WEST IT C1.5 all P p �A - ------- — 71 Nf 2 — 1 1 51 4z 3 TZIN 2 7- 34 3 .10 MIT s .. i..10 —4- 1.5 2 2r 81L(11*1� L L. AIR - BE --y'\ DRY 7 1— t.4 SC E R* L 7 73-5T?N Es Ma L7 L �VILLME LAKE IV. k4 1.4 ARLOAF, TN 1 7 V T I -N -T,,,t_T I IN T, 4 1 IAL TA 7 S. RINARDI 1 IND . ....... 11 IDA71 PL, A. aARorowT „°i R I ALT fT ONTAN TIS ;Is ONMCOLTON T-1 S MENTOW 'Tig REDLANDS I— —4-4 4 T - ARM GLEN YUCAIPA MAN r wr tt.I La GRAN/ TERRACE •T CH 0 X — —n/All BERNAOM R2 07 ERNAOM OUNTY IV, 34-00 T2S .0- PLII ERSIDE N PE . r R W 4 R3 R2W R 11 SAN KRINARDINO COUNTY -L L- FLOOO CONTROL DISTRKI- -R5 ! G ---VALLEY. AREA D CONT!0I I REDUCED DRAWING '990MYETALS T3Sv SCALE I" = 4 MILES Ym-100YEAR HouR D-11-' BASED ON to -nc *"A 11FLAZ 1. IW3 + SAN BERNARDINO COUNTY A al' .6uLwL IIIEER - 8 w w HYDROLOGY MANUAL 8 ISOLINES PRECIPITATION (INCHES) DATE um •.......................... C, 19!52 r -ass. 4 *1 WLLLEY R7 R i5W --4 4--4- 45 1 1 1 4W "I VV R2E I 7 T 1-2.5 7-�3.0 T T- '-7 ---4- -4 7 2.5-1 fi / s 774: 77 -1 1 r 1 I 1 f A 7— L 7.�ffR� E IS IS 'T N.— t -65 T- 6 01 T SAN to NA lNo loll~) 2N 47� YTi SEAR _A:- ERWIN �N f J A IPEA • IA" ]/RINGSI )A, ING ]/RINGS A, T .0 —S.0 T i.QL —ILATS— ;F.0 or DAN .TIN :ts P -2I 2t 4.5 r 'JAl TA St L . ......3. SAN III RNARDIrO 7' UPL4ND! DI 0 LAMI �.7 RIA F !-= I + 0 NU ..S. i -N —A— - 4-- Z4 L— TIS 0 INTA 0 LT, 1, REDLANDS 3.0 A— .. • ......... cill TI i 4. CHINO 1-:7 —7 T- 77 UPI .[RN 4 OUR oell' E E a 1 +14*110 + COUNT T c T2S I ER IDE 3.0 1 --4 T I if T -4. + I "In 4W R2W JR t - SAN BERNARIDINO C t -1 EL000 CONTROL 01SWICT t —1 L 4- -R5W VALLEY -AREA P11DO 0. SC 1,10 REDUCED DRAWING NYT.!OL,' 8A 11JOHYETIIIII T3S SCALE I"= 4 MILES 7— "um ON U.M41 %I X 3'- 100 YEAR 6 HOUR An.AS 1, W3 SAN BERNARDINO COUNTY 4 C A 4 5 FLOOD R8W 4.0 R R6W i HYDROLOGY MANUAL CO ISOLINES PRECIPITATION ONCHIM SCALE I FU oft 1982 1 IL ILLICERIME VALLEY R 8 W R7 R5VV / aP 3.5 KIW R2E T4N w 7 T_ 5 T_ T4.o _� EST 4.5 6.0 1 3 5.0 - Oi rr 4- RAT'LESN1�E 12.0 T 22.0 "4 4'7/ 77 N 1&0 19.0— T i6� IAN ANT 10 4- - L. A ROWH- E h. 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CIVIL ENGINEERING • SURVEYING • LAND PLANNING RAW 0 I ZS' ZS` 97 ( •S° I I TO T.C. ruCu STREET TO CROWN NO STREET TO put-(, STREET K INf6fz-►o CLSTtcr.E -r(p" �C.F) ,V, -,V.. A = 7-7Z FT.2 P = � 7, oo FT.(r =.?07) n = 0.0 t 5- 1.486 % K= n AR = A= 33Z FT 2. P= 19,41 Mr=.d80)n=0.015 K = 1p �- 7 (o A= 13, -7¢ FT 2. P = St, o o FT.(r =.2Gc) n = 0.018 K= 473,16 Q = K S 1/2 STREET CAPACITIES S=,004 S= . 005 S=, 01 S= , 01 s, S= , 02 S=. a2-5 /e ¢. 7, -74- /0.5 1E, 8 14• g /6. 29.E 31.5 1 47.3 T 5 8. 0 66,? 1 STREET CAPACITIES CSL ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING RAW S=. oE5 S= ,02- S= .oZS 707. 14¢.S ZS' 7a.g ZS' /o o./ ///"? 114,7 6.6 SIX /6.4 37,0.56 0, °0 9 3t7 87.1 1,04.6 M'.1 O/C q I � I //V T ER'1 0/2 STTZE E "j- , I)ep) 1. N.T.S. TO T.C. A= M8 f FT P=37,33 FT.(r =,371)n =0.0 I S v�L STREET 1.486 % K= n AR = 70 7. SQ TO CROWN A= 3-3Z FT2 P = 13.47 FT(r =,(90) n = 0.01 S I NO STREET TO BULL STREET A= 101.B6 FT.2 P=51,.3 FT.(r=.3v7)n=0,018 K= 870.`76 Q = K S'/a K S=.004 S=,o©5- S= ,0i S=. oE5 S= ,02- S= .oZS 707. 14¢.S So.o 7a.g 86,7 /o o./ ///"? 114,7 6.6 /6.4 37,0.56 55.1 87.1 1,04.6 M'.1 1'37.6 STREET CAPACITIES USL ENGINEERING, INC. CIVIL ENGINEERING • SURVE TING • LAND PLANNING ,e/w � 8r R/s✓ �2� I•S ��� K STREET S=.oaS S=.ot S=-Ols S=.Oz S=.®TS S= 7 2 0, ¢ 3 X0.7 -7 2. o 88's So.� 1.5 IZ 177 1/. (p 27.q )30`,�ro I 92.3 I I�0.s 159.q /S�1 a6,¢ Z06'4- LbGPAl_ c0(-u(L'rat� TO T.C. A= % .IZ FT.2 P=45,33 FT.(r=.534)n =0.0! STREET K= 1.n 6 AR�3 = 72d �3 TO CROWN A— 2 FT.' P = Z Z.S5FT(r =.2 ! 8) n = 0.01 S I NO STREET I TO STREET A= 28-56 FT P 1 FVr=.4I2)n=0.018 K= i Q = K S'/2 K STREET S=.oaS S=.ot S=-Ols S=.Oz S=.®TS S= 7 2 0, ¢ 3 X0.7 -7 2. o 88's /'7 C, (o 12.5 177 1/. (p 27.q )30`,�ro I 92.3 I I�0.s 159.q /S�1 a6,¢ Z06'4- STREET CAPACITIES CSI ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING CmECfl— CRrPtG I Y OF 6X l ST/NG k/4 U G K LE 62 C. A N 7"5 Iz tj S U L—r A N A �S.s� L A= -194sF A (P 3 (( o0V—EtiG wCST� s c.-rf00 a—a = 0, o Qcr�FA-1,� Le -Ft s e = Rz�3. ►,486 SyZ ta.. o 2 cFs Q c ��a �—r Y (2 �k 5 I d e T7-A_-A?IAC(-rY (7 cFs d P = Z 4-, ----- w-� — A= 3.49 sF I (0 7 SIL. M� �G'rl ON So = 0,00-77 SFS cx- C.f f'�L� ( Y = 27. 18 c F- 11651 Sterling Avenue, Suite E Riverside, CA 92503 (9u9) '/8b-5122 VAX kyuy) iZ55-51uu CSI, ENGINEERING INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING � 1. S � 8 •S 18. S l.s S A = 5.bg 5F A-: 3.8& s F X78/ ,�6 d� 2,27 l° i yp ,Z 6 L o o t4 l 0 (S C O'JA�^) h- 0, 0 19- 56- 9- sE c -r' ° C - C r = 0,0 1-5,0 (PC me OM �/� / �r / GAS (a venue, Suite E Riverside, CA 92503 (909) 785-5122 FAX (909) 785-5180 X N T E R N =18+30.00 ST. STA. =18+60.29 ST. STA. fi0'If 09'0 SL'0 95'1 HdSV p Z. I M I 6L'If I� =18+90.57 ST. STA. CSI ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING C lei: (_ 14., C A-rPK 6 l T *-t o f E;K t S T (N G 7-- !'�- (Z.S' oro SULT�NN L km-rc zN ® A S s V M E p ALF- of::- atz#i" e -r pr2eA� 314 0F::- PGS 1 !'tel E -TE 7-- !'�- (Z.S' 314-( 4- A�� 10.7 cf:s tAP � _ �• a GFS 25 11651 Sterling Avenue, Suite E Riverside, CA 92503 (9u9) '/6b-51zz PRA kyuy) 160-51OU CSI. ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING 'coN'c? v S u lu' ®'= K N V c' K L E CAPACITY. TY newww�w — _ _ m S T"jQf�i A -A 6uog5'% cAs5 S7-Me� -r LAPP, C -1 -T -V (C_ -7 RFs • /NLE-T' C-AfArtreTY 9.0 c,FS e• I<NucK�G �Ph�'�IT� — �.-i�7 GFS CON CLOS/04 4F /-IYP901.06y S-rUDY 0 eX(S7� Q100 0 SovTq -jam• 6NPjZY aN L -/MF— _ / 4- c-cs ® AF-rETL ItrUlc. PEvEL, of ¢o AGF -ES' P160 _ -7,1 cFs .� /�P-i-rit,"at- 6,5' CFS wovco Nor S/GNIr-)(-A"-rLY A FFS-G-r POWN5rgEfFM ?"c.011V5 . o EX sT. Qt00 (e CkLE S LPj-r 9N `,C VLTA"A = 78.6 AFS i� r-ULL. 1;�F_ve_LC)rM-rr;trr a 40 AcXccf ¢3.3cF /s A 3r,? � _, ti/hlrcff .51(5QI IC-Nt,,J-rLY (w,,(>F,ovF;�-j -rOE� C0ND1-r(b" ® � ST Q, iva (CoMg(tLE�7-NtiGbCL� P— LW3--) e 50,0 GFS /N Pt P E 47. 9 L/ME 7.9 19 ► ��s MUST g6 PeTA(WSD E" MILLER-' F�RSE�-a 11651 Sterling Avenue, Suite E Riverside, CA 92503 (909) 788-51zz PAX �9W r **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9436 Analysis prepared by: CSL ENGINEERING 2900 ADAMS STREET RIVERSIDE CA ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR HYDROLOGY FOR * TRACTS 15964 AND 15964-1 DEVELOPED CONDITION * SEE HYDROLOGY MAP NO. 1 ************************************************************************** FILE NAME: 545-100.DAT TIME/DATE OF STUDY: 7:13 7/10/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5100 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> .4 DWELLING/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 305.00 UPSTREAM ELEVATION(FEET) = 76.00 DOWNSTREAM ELEVATION(FEET) = 68.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC(MIN.) _ .487*[( 305.00** 3.00)/( 8.00)]** .20 = 9.942 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.440 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .8730 SUBAREA RUNOFF(CFS) _ .58 TOTAL AREA(ACRES) _ .18 PEAK FLOW RATE(CFS) = 58 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 68.00 T071 STREAM ELEVATION(FEET) = 49.20 STREET LENGTH(FEET) = 990.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.39 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 5.10 TC(MIN.) = 15.04 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.463 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 7.50 EFFECTIVE AREA(ACRES) = 2.98 AVERAGED Fm(INCH/HR) _ .51 TOTAL AREA(ACRES) = 2.98 PEAK FLOW RATE(CFS) = 7.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 14.13 FLOW VELOCITY(FEET/SEC.) = 3.71 DEPTH*VELOCITY = 1.53 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00 UPSTREAM ELEVATION(FEET) = 63.80 DOWNSTREAM ELEVATION(FEET) = 61.90 ELEVATION DIFFERENCE(FEET) = 1.90 TC(MIN.) _ .389*[( 320.00** 3.00)/( 1.90)]** .20 = 10.897 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.202 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 8.36 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 61.90 DOWNSTREAM ELEVATION(FEET) = 47.40 STREET LENGTH(FEET) = 790.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 26 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.31 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 13.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUCT OF DEPTH&VELOCITY = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 3.63 TC(MIN.) = 14.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.537 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 4.32 SUBAREA RUNOFF(CFS) = 11.86 EFFECTIVE AREA(ACRES) = 6.82 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 6.82 PEAK FLOW RATE(CFS) = 18.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.16 FLOW VELOCITY(FEET/SEC.) = 3.87 DEPTH*VELOCITY = 1.66 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.53 RAINFALL INTENSITY(INCH/HR) = 3.54 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 6.82 TOTAL STREAM AREA(ACRES) = 6.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.73 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 35.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 54.70 DOWNSTREAM ELEVATION(FEET) = 47.40 ELEVATION DIFFERENCE(FEET) = 7.30 TC(MIN.) _ .389*[( 410.00** 3.00)/( 7.30)]** .20 = 9.660 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.517 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 9.58 TOTAL AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) = 9.58 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.66 RAINFALL INTENSITY(INCH/HR) = 4.52 AVERAGED Fm(INCH/HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 2.64 TOTAL STREAM AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.58 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 25.98 14.53 .485 9.46 2 26.04 9.66 .485 7.18 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.04 Tc(MIN.) = 9.660 EFFECTIVE AREA(ACRES) = 7.18 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 9.46 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 45.00 IS CODE = 6' ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 47.40 DOWNSTREAM ELEVATION(FEET) = 44.80 STREET LENGTH(FEET) = 155.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.67 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 17.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.08 PRODUCT OF DEPTH&VELOCITY = 1.96 STREET FLOW TRAVEL TIME(MIN.) = .63 TC(MIN.) = 10.29 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.349 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = .36 SUBAREA RUNOFF(CFS) = 1.25 EFFECTIVE AREA(ACRES) = 7.54 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 9.82 PEAK FLOW RATE(CFS) = 26.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.74 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY = 1.93 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.29 0310 RAINFALL INTENSITY(INCH/HR) = 4.35 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 7.54 TOTAL STREAM AREA(ACRES) = 9.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.20 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 2 --------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 875.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 63.50 ELEVATION DIFFERENCE(FEET) = 13.40 TC(MIN.) = .389*[( 875.00** 3.00)/( 13.40)]** .20 = 13.481 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.699 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 12.44 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 12.44 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< --------------------------------------- UPSTREAM ELEVATION(FEET) = 63.50 DOWNSTREAM ELEVATION(FEET) = 44.80 STREET LENGTH(FEET) = 755.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 13.29 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY = 2.12 STREET FLOW TRAVEL TIME(MIN.) = 2.72 TC(MIN.) = 16.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.312 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .59 SUBAREA RUNOFF(CFS) = 1.71 EFFECTIVE AREA(ACRES) = 4.89 AVERAGED Fm(INCH/HR) _ .44 TOTAL AREA(ACRES) = 4.89 PEAK FLOW RATE(CFS) = 12.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 15.91 FLOW VELOCITY(FEET/SEC.) = 4.74 DEPTH*VELOCITY = 2.12 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NO 45.00 IS CODE = 1 30 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.21 RAINFALL INTENSITY(INCH/HR) = 3.31 AVERAGED Fm(INCH/HR) = .44 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 4.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.65 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 37.13 10.29 .471 10.64 2 38.56 15.16 .470 14.40 3 37.63 16.21 .469 14.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.56 Tc(MIN.) = 15.163 EFFECTIVE AREA(ACRES) = 14.40 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 14.71 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 58.20 DOWNSTREAM ELEVATION(FEET) = 48.60 ELEVATION DIFFERENCE(FEET) = 9.60 TC(MIN.) = .389*[( 750.00** 3.00)/( 9.60)]** .20 = 13.138 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.756 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 8.83 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 8.83 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 9 RAINFALL INTENSITY(INCH/HR) = 3.76 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 3.00 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.83 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 80.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 54.70 DOWNSTREAM ELEVATION(FEET) = 48.60 ELEVATION DIFFERENCE(FEET) = 6.10 TC(MIN.) _ .389*[( 430.00** 3.00)/( 6.10)]** .20 = 10.303 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.346 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 9.66 TOTAL AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) = 9.66 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH/HR) = 4.35 AVERAGED Fm(INCH/HR) _ .48 EFFECTIVE STREAM AREA(ACRES) = 2.78 TOTAL STREAM AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 17.02 13.14 .485 5.78 2 17.84 10.30 .485 5.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.84 Tc(MIN.) = 10.303 EFFECTIVE AREA(ACRES) = 5.13 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 5.78 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 70.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 48.60 DOWNSTREAM ELEVATION(FEET) = 44.80 STREET LENGTH(FEET) = 605.00 CURB HEIGTH(INCHES) = 8. 0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 22.35 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86 PRODUCT OF DEPTH&VELOCITY = 1.48 STREET FLOW TRAVEL TIME(MIN.) = 3.52 TC(MIN.) = 13.83 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.643 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 9.09 EFFECTIVE AREA(ACRES) = 8.33 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 8.98 PEAK FLOW RATE(CFS) = 23.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY = 1.49 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.83 RAINFALL INTENSITY(INCH/HR) = 3.64 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 8.33 TOTAL STREAM AREA(ACRES) = 8.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.68 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 65.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 UPSTREAM ELEVATION(FEET) = 69.60 DOWNSTREAM ELEVATION(FEET) = 63.20 ELEVATION DIFFERENCE(FEET) = 6.40 TC(MIN.) = .389*[( 285.00** 3.00)/( 6.40)]** .20 = 7.973 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.069 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) _ .95 TOTAL AREA(ACRES) _ .23 PEAKFLOWFLOW RATE(CFS) _ .95 ��` **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 63.20 DOWNSTREAM ELEVATION(FEET) = 44.80 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.01 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .27 HALFSTREET FLOOD WIDTH(FEET) = 6.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25 PRODUCT OF DEPTH&VELOCITY = .87 STREET FLOW TRAVEL TIME(MIN.) = 3.85 TC(MIN.) = 11.82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.001 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .61 SUBAREA RUNOFF(CFS) = 2.14 EFFECTIVE AREA(ACRES) _ .84 AVERAGED Fm(INCH/HR) _ .20 TOTAL AREA(ACRES) = .84 PEAK FLOW RATE(CFS) = 2.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 8.87 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY = .95 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.82 RAINFALL INTENSITY(INCH/HR) = 4.00 AVERAGED Fm(INCH/HR) = .20 EFFECTIVE STREAM AREA(ACRES) _ .84 TOTAL STREAM AREA(ACRES) = .84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 26.28 13.83 .459 9.17 2 24.48 16.89 .461 9.82 3 25.42 11.82 .455 7.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.28 Tc(MIN.) = 13.826 EFFECTIVE AREA(ACRES) = 9.17 AVERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 9.82 3s **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 62.99 11.82 .465 19.79 2 64.44 13.83 .466 22.54 3 61.04 16.89 .466 24.53 4 61.43 10.29 .465 17.58 5 63.98 15.16 .466 23.85 6 62.46 16.21 .466 24.39 TOTAL AREA = 24.53 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.44 Tc(MIN.) = 13.826 EFFECTIVE AREA(ACRES) = 22.54 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 24.53 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 44.80 DOWNSTREAM ELEVATION(FEET) = 43.50 STREET LENGTH(FEET) = 170.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 64.85 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED; STREET FLOW DEPTH(FEET) _ .70 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF DEPTH&VELOCITY = 2.90 STREET FLOW TRAVEL TIME(MIN.) _ .68 TC(MIN.) = 14.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.540 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .26 SUBAREA RUNOFF(CFS) _ .81 EFFECTIVE AREA(ACRES) = 22.80 AVERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 24.79 PEAK FLOW RATE(CFS) = 64.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .70 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY = 2.88 a **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 14.50 RAINFALL INTENSITY(INCH/HR) = 3.54 EFFECTIVE AREA(ACRES) = 6.52 TOTAL AREA(ACRES) = 7.09 PEAK FLOW RATE(CFS) = 18.44 AVERAGED LOSS RATE, Fm(INCH/HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 14.50 RAINFALL INTENSITY(INCH/HR) = 3.54 EFFECTIVE AREA(ACRES) = 16.28 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 46.00 AVERAGED LOSS RATE, Fm(INCH/HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING USER-SPECIFIED PIPESIZE<<<<< ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 32.40 DOWNSTREAM NODE ELEVATION(FEET) = 28.50 FLOW LENGTH(FEET) = 753.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.00 TRAVEL TIME(MIN.) = 1.93 TC(MIN.) = 16.43 **************************************************************************** FLOW PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 14 ---------------------------------------------------------------------------- 37 >> >>>MEMORY BANK ## 2 COPIED ONTO MAIN -STREAM MEMORY<<<<< MAIN -STREAM MEMORY DEFINED AS FOLLOWS: Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 18.44 14.50 .460 6.52 TOTAL AREA = 7.09 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 43.50 DOWNSTREAM ELEVATION(FEET) = 42.60 STREET LENGTH(FEET) = 45.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 18.44 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 14.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.05 PRODUCT OF DEPTH&VELOCITY = 1.70 STREET FLOW TRAVEL TIME(MIN.) = .19 TC(MIN.) = 14.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.513 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 6.52 AVERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 7.09 PEAK FLOW RATE(CFS) = 18.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.63 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1.70 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.69 RAINFALL INTENSITY(INCH/HR) = 3.51 AVERAGED Fm(INCH/HR) = .46 EFFECTIVE STREAM AREA(ACRES) = 6.52 TOTAL STREAM AREA(ACRES) = 7.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.44 **************************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< f 8 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 47.50 DOWNSTREAM ELEVATION(FEET) = 42.60 ELEVATION DIFFERENCE(FEET) = 4.90 TC(MIN.) = .389*[( 550.00** 3.00)/( 4.90)]** .20 = 12.478 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.874 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 4.48 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 4.48 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.48 RAINFALL INTENSITY(INCH/HR) = 3.87 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 1.47 TOTAL STREAM AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 22.45 14.69 .465 7.99 2 22.00 12.48 .465 7.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.45 Tc(MIN.) = 14.685 EFFECTIVE AREA(ACRES) = 7.99 AVERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 8.56 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.513 SOIL CLASSIFICATION IS "A" MOBILE HOME PARK SUBAREA LOSS RATE, Fm(INCH/HR) _ .2425 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 2.06 EFFECTIVE AREA(ACRES) = 8.69 AVERAGED Fm(INCH/HR) _ .447 TOTAL AREA(ACRES) = 9.26 PEAK FLOW RATE(CFS) = 23.99 TC(MIN) = 14.69 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 6 39 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 42.60 DOWNSTREAM ELEVATION(FEET) = 38.80 STREET LENGTH(FEET) = 555.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 26.53 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 21.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 3.18 TC(MIN.) = 17.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.123 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.14 SUBAREA RUNOFF(CFS) = 5.08 EFFECTIVE AREA(ACRES) = 10.83 AVERAGED Fm(INCH/HR) _ .45 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 26.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 21.04 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY = 1.57 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 120.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 38.80 DOWNSTREAM ELEVATION(FEET) = 38.50 STREET LENGTH(FEET) = 65.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY = 1.45 STREET FLOW TRAVEL TIME(MIN.) = .43 TC(MIN.) 26.02 = 18.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.079 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 10.83 AVERAGED Fm(INCH/HR) _ .45 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 26.02 � J END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY = 1.45 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.30 RAINFALL INTENSITY(INCH/HR) = 3.08 AVERAGED Fm(INCH/HR) = .45 EFFECTIVE STREAM AREA(ACRES) = 10.83 TOTAL STREAM AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.02 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 2' ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1025.00 UPSTREAM ELEVATION(FEET) = 71.50 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 14.00 TC(MIN.) = .389*[( 1025.00** 3.00)/( 14.00)]** .20 = 14.695 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.512 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 14.28 TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) = 14.28 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 57.50 DOWNSTREAM ELEVATION(FEET) = 38.50 STREET LENGTH(FEET) = 990.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 17.52 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.41 SPLIT DEPTH(FEET) = .30 SPLIT FLOOD WIDTH(FEET) = 8.46 SPLIT VELOCITY(FEET/SEC.) = 3.07 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .49 0 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY = 2.15 STREET FLOW TRAVEL TIME(MIN.) = 3.74 TC(MIN.) = 18.43 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.065 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 6.48 EFFECTIVE AREA(ACRES) = 8.03 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) = 18.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.41 DEPTH*VELOCITY = 2.15 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ----------------------------------------------------------------=----------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.43 RAINFALL INTENSITY(INCH/HR) = 3.07 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 8.03 TOTAL STREAM AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.65 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 43.87 16.09 .467 16.86 2 44.63 18.30 .467 18.80 3 44.53 18.43 .467 18.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.63 Tc(MIN.) = 18.300 EFFECTIVE AREA(ACRES) = 18.80 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 19.43 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 38.30 STREET LENGTH(FEET) = 60.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 44.72 040 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00 PRODUCT OF DEPTH&VELOCITY = 2.08 STREET FLOW TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 18.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.046 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .07 SUBAREA RUNOFF(CFS) _ .19 EFFECTIVE AREA(ACRES) = 18.87 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) = 44.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .69 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY = 2.08 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 18.63 RAINFALL INTENSITY(INCH/HR) = 3.05 EFFECTIVE AREA(ACRES) _ .80 TOTAL AREA(ACRES) _ .83 PEAK FLOW RATE(CFS) = 1.90 AVERAGED LOSS RATE, Fm(INCH/HR) _ .470 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM -NODE 125.00 TO NODE 92.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY<< <<< *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 44.01 18.63 .460 17.08 2 47.83 16.43 .460 16.99 TOTAL AREA = 18.53 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.83 Tc(MIN.) = 16.428 EFFECTIVE AREA(ACRES) = 16.99 AVERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 18.53 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 18.63 RAINFALL INTENSIT (INCH/HR) = 3.05 ¢3 EFFECTIVE AREA(ACRES) = 18.07 TOTAL AREA(ACRES) = 18.67 PEAK FLOW RATE(CFS) = 42.73 AVERAGED LOSS RATE, Fm(INCH/HR) _ .470 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 38.30 DOWNSTREAM ELEVATION(FEET) = 31.00 STREET LENGTH(FEET) = 490.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 44.73 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.74 PRODUCT OF DEPTH&VELOCITY = 2.64 STREET FLOW TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 20.35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.888 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 4.00 EFFECTIVE AREA(ACRES) = 19.92 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 20.52 PEAK FLOW RATE(CFS) = 43.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.59 DEPTH*VELOCITY = 2.56 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.52 TC(MIN.) = 20.35 EFFECTIVE AREA(ACRES) = 19.92 AVERAGED Fm(INCH/HR)= .47 PEAK FLOW RATE(CFS) = 43.33 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9436 Analysis prepared by: CSL ENGINEERING 2900 ADAMS STREET RIVERSIDE CA ************************** DESCRIPTION OF STUDY ************************** * 10 YEAR HYDROLOGY FOR * TRACTS 15964 AND 15964-1 DEVELOPED CONDITION * SEE HYDROLOGY MAP NO. 1 ************************************************************************** FILE NAME: 545-10.DAT TIME/DATE OF STUDY: 7:14 7/10/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0000 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> .4 DWELLING/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 305.00 UPSTREAM ELEVATION(FEET) = 76.00 DOWNSTREAM ELEVATION(FEET) = 68.00 ELEVATION DIFFERENCE(FEET) = 8.00 TC(MIN.) = .487*[( 305.00** 3.00)/( 8.00)]** .20 = 9.942 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.940 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .8730 SUBAREA RUNOFF(CFS) _ .33 TOTAL AREA(ACRES) = .18 PEAK FLOW RATE(CFS) _ .33 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME RU SUBAREA<<<<< 4s UPSTREAM ELEVATION(FEET) = 68.00 DOWNSTREAM ELEVATION(FEET) = 49.20 STREET LENGTH(FEET) = 990.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 2.59 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .30 HALFSTREET FLOOD WIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY = .90 STREET FLOW TRAVEL TIME(MIN.) = 5.43 TC(MIN.) = 15.37 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.264 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 4.48 EFFECTIVE AREA(ACRES) = 2.98 AVERAGED Fm(INCH/HR) _ .51 TOTAL AREA(ACRES) = 2.98 PEAK FLOW RATE(CFS) = 4.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY = 1.21 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00 UPSTREAM ELEVATION(FEET) = 63.80 DOWNSTREAM ELEVATION(FEET) = 61.90 ELEVATION DIFFERENCE(FEET) = 1.90 TC(MIN.) = .389*[( 320.00** 3.00)/( 1.90)]** .20 = 10.897 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.783 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.17 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 5.17 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 61.90 DOWNSTREAM ELEVATION(FEET) = 47.40 STREET LENGTH(FEET) = 790.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.72 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 4.04 TC(MIN.) = 14.93 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.303 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 4.32 SUBAREA RUNOFF(CFS) = 7.07 EFFECTIVE AREA(ACRES) = 6.82 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 6.82 PEAK FLOW RATE(CFS) = 11.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY = 1.30 FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.93 RAINFALL INTENSITY(INCH/HR) = 2.30 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 6.82 TOTAL STREAM AREA(ACRES) = 6.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.16 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 35.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 54.70 DOWNSTREAM ELEVATION(FEET) = 47.40 ELEVATION DIFFERENCE(FEET) = 7.30 TC(MIN.) = .389*[( 410.00** 3.00)/( 7.30)]** .20 = 9.660 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.992 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.96 TOTAL AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) = 5.96 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 (4 7 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.66 RAINFALL INTENSITY(INCH/HR) = 2.99 AVERAGED Fm(INCH/HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 2.64 TOTAL STREAM AREA(ACRES) = 2.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.96 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 15.48 14.93 .485 9.46 2 15.91 9.66 .485 7.05 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.91 Tc(MIN.) = 9.660 EFFECTIVE AREA(ACRES) = 7.05 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 9.46 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 47.40 DOWNSTREAM ELEVATION(FEET) = 44.80 STREET LENGTH(FEET) = 155.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 16.29 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY = 1.51 STREET FLOW TRAVEL TIME(MIN.) = .72 TC(MIN.) = 10.38 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.866 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = .36 SUBAREA RUNOFF(CFS) = .77 EFFECTIVE AREA(ACRES) = 7.41 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 9.82 PEAK FLOW RATE(CFS) = 15.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 FLOW VELOCITY(FEET/SEC.) = 3.51 DEPTH*VELOCITY = 1.47 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNAT$ INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 �� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.38 RAINFALL INTENSITY(INCH/HR) = 2.87 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 7.41 TOTAL STREAM AREA(ACRES) = 9.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.91 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 875.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 63.50 ELEVATION DIFFERENCE(FEET) = 13.40 TC(MIN.) = .389*[( 875.00** 3.00)/( 13.40)]** .20 = 13.481 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.449 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 7.60 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 7.60 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 45.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 63.50 DOWNSTREAM ELEVATION(FEET) = 44.80 STREET LENGTH(FEET) = 755.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.15 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY = 1.68 STREET FLOW TRAVEL TIME(MIN.) = 2.96 TC(MIN.) = 16.44 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.174 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .59 SUBAREA RUNOFF(CFS) = 1.10 EFFECTIVE AREA(ACRES) = 4.89 AVERAGED Fm(INCH/HR) _ .44 TOTAL AREA(ACRES) = 4.89 PEAK FLOW RATE(CFS) = 7.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 3.98 DEPTH*VELOCITY = 1.57 m **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.44 RAINFALL INTENSITY(INCH/HR) = 2.17 AVERAGED Fm(INCH/HR) = .44 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 4.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 22.65 10.38 .471 10.50 2 23.04 15.68 .470 14.48 3 22.57 16.44 .469 14.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.04 Tc(MIN.) = 15.676 EFFECTIVE AREA(ACRES) = 14.48 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 14.71 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 80.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 58.20 DOWNSTREAM ELEVATION(FE$T) = 48.60 ELEVATION DIFFERENCE(FEET) = 9.60 TC(MIN.) = .389*[( 750.00** 3.00)/( 9.60)]** .20 = 13.138 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.488 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.41 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 5.41 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 fo CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH/HR) = 2.49 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 3.00 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 80.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 54.70 DOWNSTREAM ELEVATION(FEET) = 48.60 ELEVATION DIFFERENCE(FEET) = 6.10 TC(MIN.) = .389*[( 430.00** 3.00)/( 6.10)]** .20 = 10.303 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.878 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.99 TOTAL AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) = 5.99 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH/HR) = 2.88 AVERAGED Fm(INCH/HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 2.78 TOTAL STREAM AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 10.42 13.14 .485 5.78 2 11.05 10.30 .485 5.13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.05 Tc(MIN.) = 10.303 EFFECTIVE AREA(ACRES) = 5.13 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 5.78 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 70.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- n-57 -- UPSTREAM ELEVATION(FEET) = 48.60 DOWNSTREAM ELEVATION(FEET) = 44.80 STREET LENGTH(FEET) = 605.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 13.75 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35 PRODUCT OF DEPTH&VELOCITY = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 4.30 TC(MIN.) = 14.60 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.335 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 5.33 EFFECTIVE AREA(ACRES) = 8.33 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 8.98 PEAK FLOW RATE(CFS) = 13.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY = 1.10 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.60 RAINFALL INTENSITY(INCH/HR) = 2.33 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 8.33 TOTAL STREAM AREA(ACRES) = 8.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.87 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 65.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 UPSTREAM ELEVATION(FEET) = 69.60 DOWNSTREAM ELEVATION(FEET) = 63.20 ELEVATION DIFFERENCE(FEET) = 6.40 TC(MIN.) = .389*[( 285.00** 3.00)/( 6.40)]** .20 = 7.973 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.357 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 59 TOTAL AREA(ACRES) _ .23 PEAK FLOW RATE(CFS) _ .59 52 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 70.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 63.20 DOWNSTREAM ELEVATION(FEET) = 44.80 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1.28 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .24 HALFSTREET FLOOD WIDTH(FEET) = 5.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY = .68 STREET FLOW TRAVEL TIME(MIN.) = 4.45 TC(MIN.) = 12.43 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.572 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) _ .61 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) _ .84 AVERAGED Fm(INCH/HR) _ .20 TOTAL AREA(ACRES) _ .84 PEAK FLOW RATE(CFS) = 1.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .27 HALFSTREET FLOOD WIDTH(FEET) = 6.95 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY = .77 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.43 RAINFALL INTENSITY(INCH/HR) = 2.57 AVERAGED Fm(INCH/HR) _ .20 EFFECTIVE STREAM AREA(ACRES) _ .84 TOTAL STREAM AREA(ACRES) _ .84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.79 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 15.49 14.60 .459 9.17 2 14.44 17.50 .461 9.82 3 15.11 12.43 .455 7.93 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.49 Tc(MIN.) = 14.600 EFFECTIVE AREA(ACRES) = 9.17 VERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 9.82 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK ## 1 WITH THE MAIN -STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 37.91 12.43 .464 19.97 2 38.44 14.60 .466 22.84 3 35.95 17.50 .466 24.53 4 37.02 10.38 .465 17.12 5 38.09 15.68 .466 23.89 6 37.35 16.44 .466 24.29 TOTAL AREA = 24.53 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.44 Tc(MIN.) = 14.600 EFFECTIVE AREA(ACRES) = 22.84 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 24.53 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 44.80 DOWNSTREAM ELEVATION(FEET) = 43.50 STREET LENGTH(FEET) = 170.00 CURB HEIGTH(INCHES) = B. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.44 PRODUCT OF DEPTH&VELOCITY = 2.06 STREET FLOW TRAVEL TIME(MIN.) = .82 TC(MIN.) 38.70 = 15.42 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.259 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .26 SUBAREA RUNOFF(CFS) _ .51 EFFECTIVE AREA(ACRES) = 23.10 AVERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 24.79 PEAK FLOW RATE(CFS) = 38.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY = 2.04 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 7 5� ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 15.42 RAINFALL INTENSITY(INCH/HR) = 2.26 EFFECTIVE AREA(ACRES) = 5.67 TOTAL AREA(ACRES) = 6.09 PEAK FLOW RATE(CFS) = 9.44 AVERAGED LOSS RATE, Fm(INCH/HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 15.42 RAINFALL INTENSITY(INCH/HR) = 2.26 EFFECTIVE AREA(ACRES) = 17.43 TOTAL AREA(ACRES) = 18.70 PEAK FLOW RATE(CFS) = 29.00 AVERAGED LOSS RATE, Fm(INCH/HR) = .460 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 32.40 DOWNSTREAM NODE ELEVATION(FEET) = 28.50 FLOW LENGTH(FEET) = 753.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.00 TRAVEL TIME(MIN.) = 1.84 TC(MIN.) = 17.26 **************************************************************************** FLOW PROCESS FROM NODE 92.00 TO NODE 92.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 14 ---------------------------------------------------------------------------- >>>>>MEMORY BANK # 2 COPIED ONTO MAIN -STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- SS MAIN -STREAM MEMORY DEFINED AS FOLLOWS: Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 9.44 15.42 .460 5.67 TOTAL AREA = 6.09 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 43.50 DOWNSTREAM ELEVATION(FEET) = 42.60 STREET LENGTH(FEET) = 45.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.44 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 11.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY = 1.17 STREET FLOW TRAVEL TIME(MIN.) = .23 TC(MIN.) = 15.65 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.240 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) _ .00 EFFECTIVE AREA(ACRES) = 5.67 AVERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 6.09 PEAK FLOW RATE(CFS) = 9.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.43 FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY = 1.17 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.65 RAINFALL INTENSITY(INCH/HR) = 2.24 AVERAGED Fm(INCH/HR) = .46 EFFECTIVE STREAM AREA(ACRES) = 5.67 TOTAL STREAM AREA(ACRES) = 6.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.44 **************************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 100.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 47.50 DOWNSTREAM ELEVATION(FEET) = 42.60 ELEVATION DIFFERENCE(FEET) = 4.90 TC(MIN.) = .389*[( 550.00** 3.00)/( 4.90)]** .20 = 12.478 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.566 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 2.75 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.48 RAINFALL INTENSITY(INCH/HR) = 2.57 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 1.47 TOTAL STREAM AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 11.76 15.65 .465 7.14 2 11.66 12.48 .466 5.99 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.76 Tc(MIN.) = 15.649 EFFECTIVE AREA(ACRES) = 7.14 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 7.56 FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.240 SOIL CLASSIFICATION IS "A" MOBILE HOME PARK SUBAREA LOSS RATE, Fm(INCH/HR) _ .2425 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) = 1.26 EFFECTIVE AREA(ACRES) = 7.84 AVERAGED Fm(INCH/HR) _ .445 TOTAL AREA(ACRES) = 8.26 PEAK FLOW RATE(CFS) = 12.66 TC(MIN) = 15.65 ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 12.66 15.65 .445 7.84 2 12.78 12.48 .443 6.69 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 12.78 Tc(MIN.) = 12.48 AVERAGED Fm(INCH/HR) _ .44 EFFECTIVE AREA(ACRES) = 6.69 �7 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 42.60 DOWNSTREAM ELEVATION(FEET) = 38.80 STREET LENGTH(FEET) = 555.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.44 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 3.69 TC(MIN.) = 16.16 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.197 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.14 SUBAREA RUNOFF(CFS) = 3.30 EFFECTIVE AREA(ACRES) = 8.83 AVERAGED Fm(INCH/HR) _ .45 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 13.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.55 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 120.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 38.80 DOWNSTREAM ELEVATION(FEET) = 38.50 STREET LENGTH(FEET) = 65.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 13.86 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .48 HALFSTREET FLOOD WIDTH(FEET) = 17.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY = 1.01 STREET FLOW TRAVEL TIME(MIN.) = .52 TC(MIN.) = 16.68 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.155 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR)'= .0970 5� SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 EFFECTIVE AREA(ACRES) = 8.83 AVERAGED Fm(INCH/HR) _ .45 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 13.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.84 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY = 1.01 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.68 RAINFALL INTENSITY(INCH/HR) = 2.16 AVERAGED Fm(INCH/HR) = .45 EFFECTIVE STREAM AREA(ACRES) = 8.83 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.86 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1025.00 UPSTREAM ELEVATION(FEET) = 71.50 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 14.00 TC(MIN.) = .389*[( 1025.00** 3.00)/( 14.00)]** .20 = 14.695 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.326 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 8.68 TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) = 8.68 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 57.50 DOWNSTREAM ELEVATION(FEET) = 38.50 STREET LENGTH(FEET) = 990.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 10.59 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 15.68 AVERAGE FLOW VELOCITY(FEET SEC.) = 4.08 5� PRODUCT OF DEPTH&VELOCITY = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 4.04 TC(MIN.) = 18.74 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.010 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 3.83 EFFECTIVE AREA(ACRES) = 8.03 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) = 11.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.20 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY = 1.81 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.74 RAINFALL INTENSITY(INCH/HR) = 2.01 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 8.03 TOTAL STREAM AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 24.61 16.68 .467 15.98 2 24.09 19.92 .468 18.01 3 24.71 18.74 .468 17.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.71 Tc(MIN.) = 18.739 EFFECTIVE AREA(ACRES) = 17.59 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 18.43 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 38.30 STREET LENGTH(FEET) = 60.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.77 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: D STREET FLOW DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY = 1.34 STREET FLOW TRAVEL TIME(MIN.) = .44 TC(MIN.) = 19.18 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.982 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 SUBAREA AREA(ACRES) = .07 SUBAREA RUNOFF(CFS) _ .12 EFFECTIVE AREA(ACRES) = 17.66 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 24.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 19.18 RAINFALL INTENSITY(INCH/HR) = 1.98 EFFECTIVE AREA(ACRES) = 2.29 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 3.20 AVERAGED LOSS RATE, Fm(INCH/HR) = .470 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK ## 3 WITH THE MAIN -STREAM MEMORY<<<<< *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 29.92 19.18 .461 19.72 2 32.13 17.26 .461 19.49 TOTAL AREA = 21.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.13 Tc(MIN.) = 17.258 EFFECTIVE AREA(ACRES) = 19.49 AVERAGED Fm(INCH/HR) _ .46 TOTAL AREA(ACRES) = 21.10 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 19.18 RAINFALL INTENSITY(INCH/HR) = 1.98 EFFECTIVE AREA(ACRES) = 15.37 TOTAL AREA(ACRES) = 16.10 PEAK FLOW RATE(CFS) = 21.51 AVERAGED LOSS RATE, Fm(INCH/HR) = .470 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. o **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< UPSTREAM ELEVATION(FEET) = 38.30 DOWNSTREAM ELEVATION(FEET) = 31.00 STREET LENGTH(FEET) = 490.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 22.66 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 PRODUCT OF DEPTH&VELOCITY = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 2.14 TC(MIN.) = 21.32 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.861 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 17.22 AVERAGED Fm(INCH/HR) _ .47 TOTAL AREA(ACRES) = 17.95 PEAK FLOW RATE(CFS) = 21.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 16.82 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY = 1.69 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.95 TC(MIN.) = 21.32 EFFECTIVE AREA(ACRES) = 17.22 AVERAGED Fm(INCH/HR)= .47 PEAK FLOW RATE(CFS) = 21.53 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9436 Analysis prepared by: CSL ENGINEERING 2900 ADAMS STREET RIVERSIDE CA ************************** DESCRIPTION OF STUDY ************************** * 100 YEAP. HYDROLOGY FOR * EXISTING CONDITION - TRACTS 15964 AND 15964-1 * SEE HYDROLOGY MAP NO. 2 ************************************************************************** FILE NAME: 545EX100.DAT TIME/DATE OF STUDY: 7:15 7/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5100 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> .4 DWELLING/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 55.80 ELEVATION DIFFERENCE(FEET) = 21.10 TC(MIN.) = .487*[( 1000.00** 3.00)/( 21.10)]** .20 = 16.698 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.253 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .8730 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = .54 PEAK FLOW RATE(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOOWE<<<<< 7� >> >>>TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 55.80 DOWNSTREAM NODE ELEVATION(FEET) = 49.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.16 FLOW VELOCITY(FEET/SEC.) = 1.92 FLOW DEPTH(FEET) _ .35 TRAVEL TIME(MIN.) = 2.78 TC(MIN.) = 19.48 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.966 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .8730 SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .38 EFFECTIVE AREA(ACRES) _ .74 AVERAGED Fm(INCH/HR) _ .873 TOTAL AREA(ACRES) _ .74 PEAK FLOW RATE(CFS) = 1.39 TC(MIN) = 19.48 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 215.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 55.90 ELEVATION DIFFERENCE(FEET) = 21.00 TC(MIN.) _ .525*[( 1000.00** 3.00)/( 21.00)]** .20 = 18.018 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.108 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 6.82 TOTAL AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) = 6.82 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<< <<< >> >>>TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 55.90 DOWNSTREAM NODE ELEVATION(FEET) = 42.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 760.00 CHANNEL BASE(FEET) _ .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 6.82 FLOW VELOCITY(FEET/SEC.) = 3.13 FLOW DEPTH(FEET) _ .66 TRAVEL TIME(MIN.) = 4.04 TC(MIN.) = 22.06 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< --------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.752 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA AREA(ACRES) = 17.14 SUBAREA RUNOFF(CFS) = 36.13 EFFECTIVE AREA(ACRES) = 19.95 AVERAGED Fm(INCH/HR) _ .410 TOTAL AREA(ACRES) = 19.95 PEAK FLOW RATE(CFS) = 42.06 TC(MIN) = 22.06 FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<< <<< >> >>>TRAVEL TIME THRU SUBAREA<< <<< --------------- UPSTREAM NODE ELEVATION(FEET) = 42.50 DOWNSTREAM NODE ELEVATION(FEET) = 39.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 42.06 FLOW VELOCITY(FEET/SEC.) = 3.05 FLOW DEPTH(FEET) = 1.66 TRAVEL TIME(MIN.) = 3.27 TC(MIN.) = 25.34 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.533 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA AREA(ACRES) = 19.31 SUBAREA RUNOFF(CFS) = 36.90 EFFECTIVE AREA(ACRES) = 39.26 AVERAGED Fm(INCH/HR) _ .410 TOTAL AREA(ACRES) = 39.26 PEAK FLOW RATE(CFS) = 75.01 TC(MIN) = 25.34 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.533 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .8730 SUBAREA AREA(ACRES) = .75 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 40.01 AVERAGED Fm(INCH/HR) _ .419 TOTAL AREA(ACRES) = 40.01 PEAK FLOW RATE(CFS) = 76.13 05 TC(MIN) = 25.34 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.533 SOIL CLASSIFICATION IS "A" MOBILE HOME PARK SUBAREA LOSS RATE, Fm(INCH/HR) _ .2425 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 2.43 EFFECTIVE AREA(ACRES) = 41.19 AVERAGED Fm(INCH/HR) _ .414 TOTAL AREA(ACRES) = 41.19 PEAK FLOW RATE(CFS) = 78.57 TC(MIN) = 25.34 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 39.50 DOWNSTREAM ELEVATION(FEET) = 31.00 STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 80.18 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.02 PRODUCT OF DEPTH&VELOCITY = 3.93 STREET FLOW TRAVEL TIME(MIN.) = 1.52 TC(MIN.) = 26.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.446 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 3.22 EFFECTIVE AREA(ACRES) = 43.11 AVERAGED Fm(INCH/HR) _ .42 TOTAL AREA(ACRES) = 43.11 PEAK FLOW RATE(CFS) = 78.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.90 DEPTH*VELOCITY = 3.85 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 43.11 TC(MIN.) = 26.86 EFFECTIVE AREA(ACRES) = 43.11 AVERAGED Fm(INCH/HR)= .42 PEAK FLOW RATE(CFS) = 78.57 --------------------------------- **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9436 Analysis prepared by: CSL ENGINEERING 2900 ADAMS STREET RIVERSIDE CA ************************** DESCRIPTION OF STUDY ************************** * 10 YEAR HYDROLOGY FOR * EXISTING CONDITION - TRACTS 15964 AND 15964-1 * SEE HYDROLOGY MAP NO. 2 ************************************************************************** FILE NAME: 545EX10.DAT TIME/DATE OF STUDY: 7:15 7/10/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0000 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> .4 DWELLING/ACRE TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 55.80 ELEVATION DIFFERENCE(FEET) = 21.10 TC(MIN.) = .487*[( 1000.00** 3.00)/( 21.10)]** .20 = 16.698 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.154 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .8730 SUBAREA RUNOFF(CFS) _ .62 TOTAL AREA(ACRES) = .54 PEAK FLOW RATE(CFS) _ .62 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< , <07 >> >>>TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 55.80 DOWNSTREAM NODE ELEVATION(FEET) = 49.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = .62 FLOW VELOCITY(FEET/SEC.) = 1.80 FLOW DEPTH(FEET) _ .26 TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 19.67 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.953 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .8730 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) _ .19 EFFECTIVE AREA(ACRES) _ .74 AVERAGED Fm(INCH/HR) _ .873 TOTAL AREA(ACRES) = .74 PEAK FLOW RATE(CFS) _ .72 TC(MIN) = 19.67 FLOW PROCESS FROM NODE 200.00 TO NODE 215.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< NATURAL POOR COVER TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 76.90 DOWNSTREAM ELEVATION(FEET) = 55.90 ELEVATION DIFFERENCE(FEET) = 21.00 TC(MIN.) = .525*[( 1000.00** 3.00)/( 21.00)]** .20 = 18.018 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.058 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) = 4.17 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 220.00 IS CODE = 5 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<< <<< >> >>>TRAVEL TIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 55.90 DOWNSTREAM NODE ELEVATION(FEET) = 42.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 760.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4.17 FLOW VELOCITY(FEET/SEC.) = 2.65 FLOW DEPTH(FEET) _ .56 TRAVEL TIME(MIN.) = 4.78 TC(MIN.) = 22.80 �8 FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - ----------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.787 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA AREA(ACRES) = 17.14 SUBAREA RUNOFF(CFS) = 21.24 EFFECTIVE AREA(ACRES) = 19.95 AVERAGED Fm(INCH/HR) _ .410 TOTAL AREA(ACRES) = 19.95 PEAK FLOW RATE(CFS) = 24.73 TC(MIN) = 22.80 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 5 >> >>>COMPUTE TRAPEZOIDAL -CHANNEL FLOW<<<<< >> >>>TRAVEL TIME THRU SUBAREA<< <<< --------------- UPSTREAM NODE ELEVATION(FEET) = 42.50 DOWNSTREAM NODE ELEVATION(FEET) = 39.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 24.73 FLOW VELOCITY(FEET/SEC.) = 2.67 FLOW DEPTH(FEET) = 1.36 TRAVEL TIME(MIN.) = 3.75 TC(MIN.) = 26.55 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.631 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH/HR) _ .4100 SUBAREA AREA(ACRES) = 19.31 SUBAREA RUNOFF(CFS) = 21.22 EFFECTIVE AREA(ACRES) = 39.26 AVERAGED Fm(INCH/HR) _ .410 TOTAL AREA(ACRES) = 39.26 PEAK FLOW RATE(CFS) = 43.15 TC(MIN) = 26.55 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.631 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> .4 DWELLING/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .8730 SUBAREA AREA(ACRES) = .75 SUBAREA RUNOFF(CFS) _ .51 EFFECTIVE AREA(ACRES) = 40.01 AVERAGED Fm(INCH/HR) _ .419 TOTAL AREA(ACRES) = 40.01 PEAK FLOW RATE(CFS) = 43.66 /�,r� TC(MIN) = 26.55 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.631 SOIL CLASSIFICATION IS "A" MOBILE HOME PARK SUBAREA LOSS RATE, Fm(INCH/HR) _ .2425 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 1.47 EFFECTIVE AREA(ACRES) = 41.19 AVERAGED Fm(INCH/HR) _ .414 TOTAL AREA(ACRES) = 41.19 PEAK FLOW RATE(CFS) = 45.13 TC(MIN) = 26.55 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 6 ----------------------------------------------------------------=----------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< UPSTREAM ELEVATION(FEET) = 39.50 DOWNSTREAM ELEVATION(FEET) = 31.00 STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 45.98 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.89 PRODUCT OF DEPTH&VELOCITY = 2.72 STREET FLOW TRAVEL TIME(MIN.) = 1.88 TC(MIN.) = 28.42 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.566 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 43.11 AVERAGED Fm(INCH/HR) _ .42 TOTAL AREA(ACRES) = 43.11 PEAK FLOW RATE(CFS) = 45.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.80 DEPTH*VELOCITY = 2.67 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 43.11 TC(MIN.) = 28.42 EFFECTIVE AREA(ACRES) = 43.11 AVERAGED Fm(INCH/HR)= .42 PEAK FLOW RATE(CFS) = 45.13 HYDRAULIC CALCULATIONS HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - n F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING 100 YEAR WATER SURFACE HYDRAULICS FOR LINE "A" OF TRACTS 15964 AND 15964-1 FILE: 545-A PAGE NO 1 WATER SURFACE PROFILE CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR CODE NO TYPE PIERS WIDTH DIAMETER WIDTH CD 1 4 3.00 CD 2 4 3.00 CD 3 4 1.50 CD 4 4 3.00 CD 5 4 2.50 CD 6 4 2.50 Lol F0515P CHANNEL DEFINITION LISTING PAGE 1 INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP W S ELEV 17.48 PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 F 0 5 1 5 P 0 RADIUS ANGLE ANG PT WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ANG PT MAN H .00 .00 .00 0 U/S DATA STATION INVERT SECT .00 .00 .00 1 RADIUS 898.47 13.00 1 .00 ELEMENT NO 2 IS A REACH ANGLE ANG PT MAN H .00 .00 .00 0 U/S DATA STATION INVERT SECT N 18.70 .00 0 RADIUS 971.22 13.29 1 .013 ELEMENT NO 3 IS A REACH ANGLE ANG PT MAN H .00 .00 .00 1 U/S DATA STATION INVERT SECT N .00 .00 0 RADIUS 1017.76 13.48 1 .013 ELEMENT NO 4 IS A REACH ANGLE ANG PT MAN H .00 18.70 .00 0 U/S DATA STATION INVERT SECT N 1050.00 13.61 1 .013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 1054.66 13.66 1 .013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1351.83 15.21 1 .013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT* N 1408.98 15.50 1 .013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1438.35 15.66 1 .013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1467.72 15.81 1 .013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 1651.83 18.24 1 .013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1842.90 20.84 1 .013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 1872:27 21.58 1 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1901.64 22.32 1 .013 W S ELEV 17.48 PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT MAN H .00 29.60 .00 0 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT MAN H .00 .00 .00 1 RADIUS ANGLE ANG PT MAN H .00 .00 .00 1 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT MAN H .00 18.70 .00 0 RADIUS ANGLE ANG PT MAN H .00 18.70 .00 0 RADIUS ANGLE ANG PT MAN H .00 .00 .00 1 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT MAN H .00 18.70 .00 0 RADIUS ANGLE ANG PT MAN H .00 18.70 .00 0 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1947.17 23.47 1 .013 .00 .00 .00 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2256.44 28.42 1 .013 .00 .00 .00 1 ELEMENT NO 16 IS A JUNCTION * * * * + * + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2262.86 28.52 2 3 0 .014 1.9 .0 29.89 .00 45.00 .00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2313.53 28.78 4 .013 .00 .00 .00 0 ELEMENT NO 18 IS A REACH * * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2360.62 29.03 4 .013 .00 89.90 .00 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2431.83 29.40 4 .013 .00 .00 .00 1 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT MAN H 2952.70 32.10 4 .013 .00 .00 .00 1 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3012.35 32.41 4 .013 .00 89.90 .00 0 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3018.27 32.44 4 .013 .00 .00 .00 0 ELEMENT NO 23 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3026.10 32.48 4 5 6 .014 20.6 24.8 32.78 33.64 45.00 60.00 ELEMENT NO 24 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3026.10 32.48 4 32.48 F 0 5 1 5 P PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING This software prepared for: CSL Engineering ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ej F0515P PAGE 1 WATER SURFACE PROFILE LISTING 100 YEAR WATER SURFACE HYDRAULICS FOR LINE "A" OF TRACTS 15964 AND 15964-1 FILE: 545-A STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR #++xxxxaaxxra++#x#+#x#r++++#txx#+txrta#+#++##+t#t#x#axaa+ataxt+ax#tataaaxtaxi+++carr++#++t+axxaa++rr+taartax#+++raaaa++aa+tatataaaa 898.47 13.00 4.480 17.480 47.9 6.78 .713 18.193 .00 2.254 3.00 .00 .00 0 .0 72.75 .00399 .005158 .38 3.000 .00 971.22 13.29 4.565 17.855 47.9 6.78 .713 18.568 .00 2.254 3.00 .00 .00 0 .0 46.54 .00408 .005158 .24 3.000 .00 1017.76 13.48 4.697 18.177 47.9 6.78 .713 18.890 .00 2.254 3.00 .00 .00 0 .0 32.24 .00403 .005158 .17 3.000 .00 1050.00 13.61 4.733 18.343 47.9 6.78 .713 19.056 .00 2.254 3.00 .00 .00 0 .0 4.66 .01073 .005158 .02 1.837 .00 1054.66 13.66 4.743 18.403 47.9 6.78 .713 19.116 .00 2.254 3.00 .00 .00 0 .0 297.17 .00522 .005158 1.53 2.442 .00 1351.83 15.21 4.761 19.971 47.9 6.78 .713 20.684 .00 2.254 3.00 .00 .00 0 .0 57.15 .00507 .005158 .29 2.480 .00 \ 1408.98 29.37 15.50 .00545 4.766 20.266 47.9 6.78 .713 .005158 20.979 .15 .00 2.254 2.390 3.00 .00 .00 .00 0 .0 1438.35 15.66 4.823 20.483 47.9 6.78 .713 21.196 .00 2.254 3.00 .00 .00 0 .0 29.37 .00511 .005158 .15 2.471 .00 1467.72 15.81 4.889 20.699 47.9 6.78 .713 21.412 .00 2.254 3.00 .00 .00 0 .0 184.11 .01320 .005158 .95 1.718 .00 1651.83 18.24 3.444 21.684 47.9 6.78 .713 22.397 .00 2.254 3.00 .00 .00 0 .0 51.11 .01361 .005158 .26 1.701 .00 1702.94 18.93 3.009 21.944 47.9 6.78 .713 22.657 .00 2.254 3.00 .00 .00 0 .0 HYDRAULIC JUMP .00 F0515P PAGE 2 WATER SURFACE PROFILE LISTING 100 YEAR WATER SURFACE HYDRAULICS FOR LINE "A" OF TRACTS 15964 AND 15964-1 FILE: 545-A STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1702.94 18.93 1.642 20.577 47.9 12.10 2.272 22.849 .00 2.254 3.00 .00 .00 0 .0 15.32 .01361 .015378 .24 1.701 .00 1718.26 19.14 1.634 20.778 47.9 12.16 2.297 23.075 .00 2.254 3.00 .00 .00 0 .0 57.80 .01361 .016528 .96 1.701 .00 1776.06 19.93 1.573 21.503 47.9 12.76 2.527 24.030 .00 2.254 3.00 .00 .00 0 .0 37.87 .01361 .018750 .71 1.701 .00 1813.93 20.45 1.515 21.961 47.9 13.38 2.780 24.741 .00 2.254 3.00 .00 .00 0 .0 28.97 .01361 .021290 .62 1.701 .00 1842.90 20.84 1.460 22.300 47.9 14.03 3.059 25.359 .00 2.254 3.00 .00 .00 0 .0 29.37 .02520 .022091 .65 1.414 .00 1872.27 21.58 1.481 23.061 47.9 13.77 2.945 26.006 .00 2.254 3.00 .00 .00 0 .0 29.37 .02520 .020746 .61 1.414 .00 1901.64 22.32 1.515 23.835 47.9 13.382.781 26.616 .00 2.254 3.00 .00 .00 0 .0 { 24.38 .02526 .019024 .46 1.413 .00 �+1 1926.02 22.94 1.559 24.495 47.9 12.90 2.584 27.079 .00 2.254 3.00 .00 .00 0 .0 21.15 .02526 .017027 .36 1.413 .00 1947.17 23.47 1.620 25.090 47.9 12.30 2.350 27.440 .00 2.254 3.00 .00 .00 0 .0 48.82 .01601 .015959 .78 1.620 .00 1995.99 24.25 1.620 25.871 47.9 12.30 2.350 28.221 .00 2.254 3.00 .00 .00 0 .0 152.57 .01601 .015044 2.30 1.620 .00 2148.56 26.69 1.682 28.375 47.9 11.74 2.141 30.516 .00 2.254 3.00 .00 .00 0 .0 47.31 .01601 .013307 .63 1.620 .00 F0515P PAGE 3 WATER SURFACE PROFILE LISTING 100 YEAR WATER SURFACE HYDRAULICS FOR LINE "A" OF TRACTS 15964 AND 15964-1 FILE: 545-A STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxx+x#t#xxxxtxxt#+###xtx#+++##+x#+#x+++x#+x+++##x#tt+t+xx#xx#+tx##+r+xtt+xxxx+++xx+xx#r#xx++#xxx#r+xxrr:x++r+rxtrxxrxt##xxxxxr+r 2195.87 27.45 1.749 29.200 47.9 11.20 1.947 31.147 .00 2.254 3.00 .00 .00 0 .0 24.99 .01601 .011766 .29 1.620 .00 2220.86 27.85 1.820 29.671 47.9 10.68 1.770 31.441 .00 2.254 3.00 .00 .00 0 .0 15.37 .01601 .010418 .16 1.620 .00 2236.23 28.10 1.895 29.992 47.9 10.18 1.609 31.601 .00 2.254 3.00 .00 .00 0 .0 9.79 .01601 .009239 .09 1.620 .00 2246.02 28.25 1.975 30.228 47.9 9.70 1.462 31.690 .00 2.254 3.00 .00 .00 0 .0 6.15 .01601 .008210 .05 1.620 .00 2252.17 28.35 2.060 30.412 47.9 9.25 1.329 31.741 .00 2.254 3.00 .00 .00 0 .0 3.32 .01601 .007315 .02 1.620 .00 2255.49 28.41 2.152 30.557 47.9 8.82 1.209 31.766 .00 2.254 3.00 .00 .00 0 .0 .95 .01601 .006538 .01 1.620 .00 2256.44 28.42 2.254 30.674 47.9 8.41 1.098 31.772 .00 2.254 3.00 .00 .00 0 .0 j JUNCT STR .01558 .006168 .04 .00 2262.86 28.52 2.558 31.078 46.0 7.17 .797 31.875 .00 2.210 3.00 .00 .00 0 .0 50.67 .00513 .004555 .23 2.363 .00 2313.53 28.78 2.491 31.271 46.0 7.33 .835 32.106 .00 2.210 3.00 .00 .00 0 .0 47.09 .00531 .004773 .22 2.325 .00 2360.62 29.03 2.421 31.451 46.0 7.53 .880 32.331 .00 2.210 3.00 .00 .00 0 .0 71.21 .00520 .004996 .36 2.350 .00 2431.83 29.40 2.372 31.772 46.0 7.67 .915 32.687 .00 2.210 3.00 .00 .00 0 .0 121.86 .00518 .005142 .63 2.351 .00 F0515P WATER SURFACE PROFILE LISTING 100 YEAR WATER SURFACE HYDRAULICS FOR LINE "A" OF TRACTS 15964 AND 15964-1 FILE: 545-A PAGE 4 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ++#rxt+t++rrrx###rx#x#rt++x#r##x+xx+#x++x++##+#+#+rxx+t+t++##r+rrrrrx+x###rr#r##r#xrx+#+r#rr##r#xx++tx+#+x+xr++##+#x++##r#xxxrrr#+t 2553.69 30.03 2.351 32.383 46.0 7.74 .930 33.313 .00 2.210 3.00 .00 .00 0 .0 399.01 .00518 .005188 2.07 2.351 .00 2952.70 32.10 2.351 34.451 46.0 7.74 .930 35.381 .00 2.210 3.00 .00 .00 0 .0 45.04 .00520 .005192 .23 2.350 .00 2997.74 32.33 2.350 34.684 46.0 7.74 .931 35.615 .00 2.210 3.00 .00 .00 0 .0 14.61 .00520 .005193 .08 2.350 .00 3012.35 32.41 2.350 34.760 46.0 7.74 .931 35.691 .00 2.210 3.00 .00 .00 0 .0 5.92 .00507 .005188 .03 2.380 .00 3018.27 32.44 2.353 34.793 46.0 7.73 .929 35.722 .00 2.210 3.00 .00 .00 0 .0 JUNCT STR .00511 .00 3026.10 32.48 .239 32.719 .6 2.28 .081 32.800 .00 .239 3.00 .00 .00 0 .0 CSL ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING L f rrgAt Al #YP)lrA uZl d S /B" :PCP A 07 IF Z- / O S, 0? S f, = b. 000,77 _ /.07 Fl( So = 0./2/o �G L 1) S • 3/. D8. So1=PiY BEG , P1PE V?- = ) _ 0. ©Z offN Flow ri<70M KI q'5 7ACt. E�S -7-/¢ �' -7- ¢ K�= �•°�¢�8 =.16 V',=0-LfI VK = 1 0,41 FPf AssuME T(M sekL-S C.V. H 6L. 17 -+-- 0-I) - 33.19 LATCtFi4G /�} 2 �Y�1Q19uLIG1 Q100 CF S 36 per K= 4/0. zo s� = o, 00 z6 I�� = 0 V HSL @ J S 7g 5o (366. Plp�5 = 35-.28 .. mrl�:O FLOW �lPo r -r KING ` f 7"A M LFS -7- ! 4� 4 7-4 dor 6. 01-74 K� _ .1-773 07,89 F Ps o �D,t.z7 FL c,T�, 4�. ��i X92 E: y�oP.¢b = 2�f 7_ /0' V -'n,? 11651 Sterling Avenue, Suite E Riverside, CA 92503 (9U9) 735-512L PAX QdUd) 'Ibb-01M CSI. ENGINEERING, INC. CIVIL ENGINEERING • SURVEYING • LAND PLANNING AT Qoo = 25:I ��s 3o"�'6p 73.33 l�= Po' Zo 0037 14jr = D. 0" i V= S, 0 FPS Sb G J.s, = 34-:77 •'• bPC nJ � Lou/ ,P�aoM 1<1N (3's -mat-6T 7-14- 4� 7-4- 0 -7 IT -7 -4- 0-7I27 � ,Z"7 t%' — 0.68' 'Jv� : Z 3. 47 F®� /�ssvM� r«6 (?�) NCL r 58,88 + o, 3q,� r 0 11651 Sterling Avenue, Suite E Riverside, CA 925us �quy) 'asb-bizz r AA kyuy) IOD-Dlav CATCH BASIN CALCULATIONS C.B. # A/ CURB OPENING (Interception) Given: (a) discharge Qat ¢, CFS (b) street slope S 00 4 it (c) curb typ `A- " "D" 9 C.F. (d) half street width = Z 0 ft. Solution: TRY: /JO YEA 1Z Q/S �_ =- �, (v /( o. oo ¢ o ) '"/z = 70 S. 19 Therefore y= O. (o 9 Q /L = 0• 70 i L = ¢4, / 0.70 _ 3.7 (L for total interception) LP= 3 S ft. a/y =.33/ 0, 0 Qp/Q = D, 0 4- Qp D X ¢ _ 9 CFS (Intercepted) Q�= ¢ 4, 6 - Z, `� _ 4-Z,7—CFS (Carryover) 0 / 0 YEA 2. C.B. # A- / CURB OPENING (Interception) Given: (a) discharge Q /o = 04,-7 CFS (b) street slope S 0 le- 0 ti (c) curb type(! -A--2- "D" 8 C.F. (d) half street width Solution: Q/Sv' = Z �, 7 /� p, as g p ) rz = ';9 0,54- Therefore y= Q /L = L = Z ¢•7 / o.,517 _ ¢/� �� (L for total interception) TRY: Lp S ft. Lp/L a/y = .33/ Q- 6 0�S- Q,/Q = 0. / 3 Qp ©• 3 X Z4, 7 = 3.2 CFS (Intercepted) QC= Z ¢ �� - �• Z = Z/. CFS (Carryover) 02- /00 /� e7A 2 C.B. #-A 2 CURB OPENING (Interception) Given: (a) discharge Q foo =_(:5 4, 4 CFS (b) street slope S = r�9• ODS' Z r/ (c) curb type GD "D" 8 C.F. (d) half street width = -0 Z ft. Solution: Q/S' = oo 5'z ) '�_ = 8 9 3.07 Therefore y= Q/L = 1E = 37.Z (SPLIT rLow To cAcf� c.g� I, (L for total interception) TRY: LP= 8 ft. LP/L = /8 / a/y=.33/ 0.$0 QP/Q QP= X 2. Z = 'LD. q CFS (Intercepted) QC= 3 2' Z - 20.7 3 CFS (Carryover) C:--7 �f - F. A '? ) o -- Given: Solution: TRY: / b Yle P ?_ C.B. #—,4 2 CURB OPENING (Interception) (a) discharge Qom= � g, 4- CFS (b) street slope S= D, D O S Z n (c) curb typ `A-2" "D" 8 C.F. (d) half street width = -z2 ft. Q/S''/2 = 3 4 /( o o S Z %= 55z, 5/ Therefore Y= Q /L = Q, 6Z SPLIT FLOW To EACH C•g, L = % �% 2 / D• 6Z = 50-9-7 (L for total interception) LP / 8 ft. a/y=.33/ Qp/Q = 0 6, 4Y Qp= X / Q 2 = 2, CFS (Intercepted) Qc= g 2 - / 3 = 6• CFS (Carryover) SEE c. g. A 3) Given: Given: Solution: TRY /do YEA 9 - C.B. # 143 CURB OPENING (Interception) (a) discharge Q loo = G A 4- CFS (b) street slope S = D. 04 (c) curb typ A-2" "D" 6 C.F. (d) half street width = ? ?" ft. Q/S iz = /o �. /( . O D 2 ) rz = g %3• G 7 Therefore y= Q/L = 08/ =32.Z Cs -p FCO(,, Ta �5pe-H L= 3? • Z / O. 8 = 39. S (L for total interception) LP 2 ft. Lp/L '7 a/y =.33/ a, 80 QP/Q = 0.-78 Qp o. -7 8 X ?�, ? 2 _ QC=Z. Q, (A Z � A 3) 01 257 1 CFS (Intercepted) -7-1 CFS (Canyover) 1 I.3 -x--7.1 = I g. 4- GFs Given: Solution: TRY la Y�A-r- C.B. # A 3 CURB OPENING (Interception) (a) discharge Q to 38. 4' CFS (b) street slope SD O S Z `P a (c) curb type " -2" "D" a C.F. (d) half street width = ZZ ft. Q/S I'2 = 3 6, 4 Therefore y= O, Z Q /L = O. Z — jz = (°�, 2 (1;rUT FLD w --rb EACJl L= 2 l ®. 6 Z = 30, 17 (L for total interception) LP= ft. LP/L 17 a/y=.33/ 0,6Z QP/Q = 0.87 QP= O.87 x QC= 161.7- - 16,7 = G), (A2 -}- A 3 ) /�.7 CFS (Intercepted) 0-5- CFS (Carryover) Given: Solution: TRY =K60� 11" 1� -ET C.B. #—& No>E 20 a/j Lf M E' 4AYh, MAP No, CURB OPENING (Interception) (a) discharge Q/60 =_ %. °1 CFS (b) street slope S =_ zl,�, d 0- 17 C/° (c) curb type ` A-2" "D" 8 C.F. (d) half street width = / ft. Q/S iz = 79 7 1 �/2 _ Therefore Y= Q /L = 3 CQ L =___Z, S0,19 (L for total interception) LP= 46 ft. Lp/L = 10 / 2 0 .7 a/y =.33/ 40 = 83 Qp/Q - 7 Qp ' 6 3 X CFS (Intercepted) QC= 7` q - CFS (Carryover) 191 / 6 Y67AF- C.B. # N6 eE:' 20 N L M� FIYp, f`�RP �Q, I CURB OPENING (Interception) Given: (a) discharge Q It 7 CFS (b) street slope S = ©2 t 7 `/' (c) curb type A-2' "D" S " C.F. (d) half street width = / ft. Solution: Q/S iz = 4.7 /( a 2 7 ) vz = / . 4 / Therefore y= . 3 Q /L = 3 3 L= 7 / • 3 3 = / ¢. 2 ¢ (L for total interception) TRY: LP= / D ft. a/y = .33/ QP/Q = ' g2" Q F 97- X Lq, 7 = 3, 8 CFS (Intercepted) Qc= ¢• 7 - 3.8 = b-9 CFS (Canyover) 0 DEPTH OF FLOW -y - FEET n i d S r A I .c 1 .CG OJ V'► .W .vo vo Iv - - I C DISCHARGE PEER FOOT OF C E7,1 LENGTH OF CURE OPENING- --t'INLcI.� .. ;EN INTERCEPTING_ --1-100 % OF GUTTER FLOW- --T 4 i I 1 I -I—j—j• j� I � • � i I 1 - ,- PARTIAL INTER.- CEPTION RATIO. FOR INLETS OF LENGTH LESS THAN L r j 10 08 06 05 04 ,03 .02 A 0 B 6 5 4 Q .2 1 .05 .06 .08 .10 .2 .3 A S 6 8 L010 w 4 TABLE 'M D I BUREAU OF PUBLIC ROti[)s CAPACITY Or- CURB OPENING INLETS .,,.I ,K1_r1K11Int 1c r_r'Ar►p Hi 141 1 1 ,I L A 0 B 6 5 4 Q .2 1 .05 .06 .08 .10 .2 .3 A S 6 8 L010 w 4 TABLE 'M D I BUREAU OF PUBLIC ROti[)s CAPACITY Or- CURB OPENING INLETS .,,.I ,K1_r1K11Int 1c r_r'Ar►p M STREET CAPACITY SHEET n=0.015 44' CURB TO CURB 2.0% CROSSFALL 8" CURB FACE 68' R/W TO R/W 2.0% PARKWAY DEPTH A P Q/S 1/2 HALF STREET 0.16 0.13 2.16 1.97 n = 0.015 0.18 0.18 3.18 2.63 0.20 0.25 4.20 3.78 0.22 0.34 5.22 5.45 0.24 0.45 6.24 7.72 0.26 0.58 7.26 10.66 0.28 0.73 8.28 14.33 0.30 0.90 9.30 18.79 0.32 1.09 10.32 24.13 0.34 1.30 11.34 30.39 0.36 1.53 12.36 37.65 0.38 1.78 13.38 45.95 0.40 2.05 14.40 55.37 0.42 2.34 15.42 65.95 0.44 2.65 16.44 77.76 0.46 2.98 17.46 90.84 0.48 3.33 18.48 105.24 0.50 3.70 19.50 121.03 0.52 4.09 20.52 138.25 0.54 4.50 21.54 156.96 0.56 4.93 22.56 177.19 HALF STREET FULL STREET 0.57 10.30 45.14 381.02 n = 0.015 0.59 11.18 45.18 436.55 0.61 12.06 45.22 495.02 0.63 12.94 45.26 556.34 0.65 13.82 45.30 620.45 0.67 14.70 45.33 687.38 TOP OF ABOVE TOP OFCURB n = 0.018 0.69 15.60 47.33 614.51 0.71 16.54 49.33 529.02 0.73 17.52 51.33 706.41 0.75 18.54 53.33 756.74 0.77 19.60 55.33 810.09 0.79 20.70 57.33 866.51 0.81 21.84 59.33 926.09 0.83 23.02 61.33 988.87 0.85 24.24 63.33 1054.94 0.87 25.50 65.33 1124.36 0.89 26.80 67.33 1197.20 0.91 28.14 69.33 1273.52 M