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HomeMy WebLinkAboutTract 14775 Drainage StudyDRAINAGE STUDY TRACT 14775 CITY OF FONTANA BY HR ENGINEERING, INC. JANUARY 1999 pEESSIONq yQ�`v G G( ho. 17055 Exp.6-30-01 st9l C t V O� F OF CA��EO TABLE OF CONTENTS H. AES HYDROLOGY COMPUTER RUNS a. 10 YEAR PAGE A. SUMMARY OF RESULTS A-1 B. ANALYSIS OF HYDROLOGY RUN/CROSSOVER - C. 100 YEAR 10 YEARS STORM B-2 d. 100 YEARS STORM B-4 PERIMETER STREETS 10 YEAR INTERSECTION DIAGRAMS B-6 100 YEAR INTERSECTION DIAGRAMS B-8 C. STREET CAPACITIES C-10 D. BEECH AVENUE STORM DRAIN - HYDRAULIC GRADE LINE CALCULATION SHEET D-13 E. CATCH BASIN DESIGN E-14 F. ANALYSIS OF OVERFLOW DRAIN AT KNUCKLE F-16 H. AES HYDROLOGY COMPUTER RUNS a. 10 YEAR STORM - 90% OF TRACT b. 10 YEAR STORM - PERIMETER STREETS C. 100 YEAR STORM - 90$ OF TRACT d. 100 YEAR STORM - PERIMETER STREETS I. HYDROLOGY MAP A-1 SUMMARY OF RESULTS The approximate total acreage of Tract 14775 is 40 acres. The Improvement Plans for the first unit of the tract, Tract 14775-1, is being submitted with this study. AES computer program for Rational Tabling of Hydrology for San Bernardino County is used. The 10 year and 100 year storms have been run. (SBH SECTION H) An additional 5.2 acres is added to drainage area offsite to the Northeast. This area is tabled as future development (5-7 du/acre). Also included is an analysis of the crossovers and the street capacities for the onsite condition. A portion of the curb is 6" CF and a portion 8" CF where required. The street capacity calculated gave a slightly higher capacity than AES, and is included. (SEE SECTIONS B & C) The drainage map shows the drainage areas, Q10's and Q100's as well as the crossover flows. A storm drain from the knuckle at Fremontia Avenue and Sharon Avenue is designed to outlet in a proposed storm drain at Beech Avenue and Baseline. The storm drain is sized at 36" RCP and is designed to carry the 100 year storm from the knuckle. (SEE SECTIONS D & E) An overflow swale is also designed to carry the 100 year storm from the knuckle to Beech Avenue, in the event the pipe and/or catch basins are completely plugged.. (SBE SECTION F) P,, 'll�ff i3 2 - --- SES -- T syss! - _6 �_SKrs � 8� of -F/ou) - - !uo QEF . -- - o cum" ! t cn� F . . �: _�_�__..------- ---- - -K:•�' cps F�cmon�ia---- 3: 21 lvak4 6b Z - _ ll.6 r ,oA-sty Cin . Fit S/. 3y- � �,f�j J it 7es,-s74zo� 116 /o _._ 1. l o S. -. l 0 6 .y► E44 Sit4 lot - 3 %3 o s _ 6y? AG S 41 ivj Nodi l y r-a'Vt►.v� ��iw,L 1 sty ro 6t46 IDS wail �3_v_�� �r C.F7s 14-1 3 0l - I e L �nf.�{ kn�� �.7" Gro,•►. N��. �F ����w ,� �atwi At Sv^^A = 55.,E -.3. q =S1_4 d i _ � � _ •t :- G�3 Ute sS-3 ��.� untta _.S"f' just �/ UA1vl SNvT . 87 S_0 __6f 5_ CapA.c ��1_ S = / . 8 � �, � " � �- - - ----._-__ ___�r%!'!1�•-� fi'•._-�!✓,.to�'--'Slt� __�_Z�•.�f.. CICS Z7.Z s77 S� / • �7Li'�i"-' ter,-_ l�'77, G.v. J %�/ � ��i.'rr'rv�( ��1 32 •Q, _ _?-.g. _+ 2-9 7-77_.'-� ............ W S«it-I.` - . ' - - Lt7S -1-0 t — - �6&�—.�l��4smr�r- . � r a v - 5 �. � .f'v"'.�,', �T� ��,r�'co✓ � �-� � , � l- r 3U►3`'r c�P GA an �t Sr - Q OG for- 104 T,fita 2- 7. = q3.V eAM1/"„w v Q,v.1f 8 �f G �S f� rA,• Sf P -,P" 11131f 9 a s� IV E (.gal (, P = 3o•S + 1. 4 �t In p,pi 44&o�r Codd s w C.gpstn V f r v 6,6 41s -.:7o /N O /NVQ ;;ricArior✓ FOP 0.4Mq �.4.5/N = /zE ,��i� Lac,; rloi✓ CAMPO ASC 5,45 — c�arPcw =.X30.5 ARF,46 0 2 0 3 ov C.B. 0 Q z� -w4. sf�t'EAS D ARc",9 � - ►1 �o lye .� i3.2 Q Ci � Qin CA � CF, NOrEB M -0 D;3,1 3 11 yl ` . . � G V - �i LJof4dr I W C 15 -11.1 ov tb - O OVic,= t2v v-75tvn FI!,i or�� �cr,+ll s W.S �Gtel 3D"S ANAGYsiS r0 F�o� HR Engineering, I . J ` NOrEB M -0 D;3,1 3 11 yl ` . . � G V - �i LJof4dr I W C 15 -11.1 ov tb - O OVic,= t2v v-75tvn FI!,i or�� �cr,+ll s W.S �Gtel 3D"S ANAGYsiS r0 F�o� HR Engineering, I N T E'I--I'S T IOi\J DLA. "jl 97 To gE[J✓�'� O /N F/EL v /Nva : rlo riolv FOF.' CATCH 6�4✓/1V G/ZE .C/�/� L OCr"7"/0/✓ v9 A AS as ---&LZ c�� A RZ 1 G 5 P,&,p 1.61 ,q, Pe/f,VYVFZ•DPAo '3p'S 430_5 S, /o lU CA Alf o TO V - SHARo1J AvE. C2 � AFC 45 HR Engineering, Ina. 3 AFC 45 HR Engineering, Ina. . i c7 gE L�✓`'�•O /N F/�L O /NVE✓T/G'f;; '/Ol✓ FOS OX rCf•/ f,1s/1V 0/Z6' ,ANO L CIC', -4 r/Or✓ 97, A,C�EAS QtL y S urr , 0 41A 30 _ Ar?E'�1 S d 2 v3 Qcw — cApyPccv=- ps G O C. 8 ol sf,C'Ef15 �► QI0 - q 3.2 V Q- 0Ilk O �V N O C. ©. Al - ,4R5,45 4' C, A�2EAS T — Str2.E£-r 'G' c� 4'I00F40N� ,. HR Engineering,, Inc. j v 8E vXL Z;7 /N F/9L O /NVQ rrcA: ��oN FDS CAT-C�-1 f%S�N �iZE ��i� L oc,:r�oi✓ . D � 6r,�E � T GrAOE' l • $ � % �� � = 3os0.5 A1? P-��rh- dFZ•bfi A� ,5, # OF115 Q AREAS �tN Q 4U.Ju = r �J rPJ p✓�n ; n HR .► .. Engineering, I 'l2 TR kcr t-4ji5._ . STR-EES CA PAOTY _. 2.0 _ T�- A3 _o q_ F . At . 8i 000- -. . c 10 cRaW =teal Q s o Tc. v _ - At = .61�� LSA - a•83 '005. ,006 ZI • Q !. 2!F.D �.5-? 11.1 30.8 33.-1 /�,o . �� -- ----- --_.x jB,S = �} .6 .o0 27.7 19.9 3 g. 9 10.3 _ .20.x .O6_._... -.00 P_ 2o•67 - - - .ol2- -- 33.q 2.`t•.3 - 47.'7 - ' q�P = 6.65 0.6� 3.3?•Z .ol`f. 36.6 26.3 st i . QfG .d� 3`+ I_ 28• I SS -o .321/1(6.65)$yi Ori = 309- S S r�z. .018 _ .5 Zq-8 --ro c,e�l •b1.8� - -. `� 2 -� 3oa �'ICRFl = ATo_- a3 = 6 65-1_ZD = S.S. _ •per 43.8 3z•o -Qcr�u-=�1•`�86��b1���Z6-�1��s_Yr��� ':_.:�.._ :-�3V.._..L 53��--- -38'5-----�--�'�:� j ..�.�__..__.�._ n ,u40 6r.q M�.�• l g7.o Tw c.c5 Rlc,O .�Jys 6i.7 47,1 -osU. 6I.v x•4.-7 i 97.3. t _ T a-k(J-0-1 CA ACL � Ty 01S __ - -n �' -- — -- CL 'S To 9;7 8f -z q �+rrC-=Ci`+�86�o1S.Z(Z�-35l.S !`�•6-- Z7-3 ____ SQL--- 3 21-2- 10-- J- 1740 Z-7 I 2Y_? .0co 230 Cly T YPI GAL. vN s JTE STieE—ET5 251 SMAR0K1 AVE FREMOUT1A AVE a 'M" ST. 7I. = S.5 HYDRAULIC GRADE LINE PROJECT- TLA,c lg77s CALCULATION SHEET CALCULATED BY � LINE FOti74NA Los Angeles County Flood Control District 'Conduit unseals when D is less than d DATE JELEVV STA. IN * D ELEV.SEC- H.G.L TION d A 4 V v2Av. 2q K Sf Sf L hi h h� 3+)1,01 52.5 3:0 Ss RCP 3.0 x.006 $6.3 12.21 666. .0/475 .01675 1y.v o•24 +9/. 10 S. 2:-I 3.0 S5.03 /7,6Z O.30 .33 MH 'f, o8--12 _53.0?j 3-5D 56.68 Gsi•ze 10.91 ID -t ev 44-4S 1 3,0 G7_� 601.6810.11 .41 1,".1z 16163.V -71 OS 5,08 -78. 13 16 4-5.1 7 78 4.5g '78. 4z3,5.5 -S o 60 7z 3)'74.65 4. 0 72, �fS 01 5. 13 6.17 21-2 g /-G ,. W 29.90 ,4S 1- $ 86.3 01 16 75 _ 3. L5 8308 5 L�.q6 1.76 1.4.8 'Ho- 013 G 3 • -61 1;�-:: Sht I of / ELEV ht E.G. L. 4= 67.9 S" 4=tL z9' L121 /LL+r6 v n, CD Q, n F/4 U X 14 8,4 S/N W164) u //C/91 j�U/L CvA_JS UPEPING Czfd S4srn 4*7 vr�L�ce 14 c, SCIM10 From Cj-* •4 Com, I)MIAT � _ • 67 h zj do )'S_ V _ `' ✓ L F,u Area/ wld-tA rat C�rcN QAs�,y. N F Slc�,c' N Assu nz (VOXf L TDP U f eur� A = o g( do f `2 - • s-7 ME-( CPS �)-- (Y7-1)1[s�47(.&6)Vrj6;_�j_q �-- = /,3. -7 � 04,e (. ss ?p j Fu(_ c- 6. SE G'orft,4 Foz 6"cj- f y41_o = /2 - /_U/ -do e�7 t. % _ • C7 [Nar T) — to-/ OU 0 GFS �'is .Sail y 44rl^- 1.3.4 Compute the carriedover flow (Oc): QC - Oi 2. Capacity of inlets in sag and sump locations3: 2.1 Curb -opening Inlets: (Catch Basins Types "A" 8 "B") Curb -opening inlets in sumps operate as a weir to depths equal to the curb -opening height and as an orifice at depths greater than 1.4 times the opening height. At depths between 1.0 and 1.4 times the opening height, flow is in a transition stage. 2.1.1 The equation for the capacity of curb -opening inlet operating as a weir is: 0 = 2.3(L + 1.8W)d1.5 L = ---9--- - 1.8W d < h + a 2.3d1.5 where: L = length of curb opening, ft W = lateral width of depression, ft d = water depth at curb, ft h = height of curb -opening inlet, in a = depth of depression, in 2.1.2 The equation for the capacity of curb -opening inlet operating as an orifice is: 0 = 0.67hL(2gd0)0.5 L=---- --Q------ 0.67h(2gdo)0.5 where: h = orifice throat width, ft do = effective head on the center of the orifice throat, ft 2.1.3 Chart G is a plot of both weir and orifice equations in 2.1.1 and 2.1.2 above. The capacity for the transition stage can be approximated by drawing in a curve between the lines representing the perimeter and area of the inlet to be used. 3 NOTE: For proper drainage, maintain a minimum gradient of 0.3% within 50 feet of the low point in a sag vertical curve. 19 FSG /Aa 17 s• s of �v1/► t�%auk At k n u ck.Go Q 140.0 � v �.� � . �o,N n sfrtu•n�• _ s X 'l2 = i s 7s A Z// 8 �. r MIS _b Y 6 - I/3 �y y�6.3 vie- - whit -f'1+�vJ Ou-C1,6n/ 414. !1� � Gin SG1V4' �7.! S.. 36 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 198.3-90 Advanced Engineering Software (aes) Ver. 5.8B Release Date: 1/16/91 Serial # 9427 Analysis prepared by: HR ENGINEERING, INC. 4351 LATHAM STREET RIVERSIDE, CALIFORNIA 92501 PHONE (714) 684-9522 FAX (714) 684-2146 ********************** DESCRIPTION OF STUDY ********************** * TRACT 14775 * 10 YEAR STORM * DGG 1/8/99 ************************************************************************** FILE NAME: 4267DG10.DAT TIME/DATE OF STUDY: 15: 0 1/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.0 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL._* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0100 FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 I S CODE = 2 ----------------------------------------------------------------------------- >> > >RAT I ONAL METHOD INITIAL SUBAREA ANALYSIS : C <; <:: DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL 5-7 DWELLINGS/ACRE TC = K* [ ( LENGTH* * 3 . 00 M ELEVATION CHANGE) ] * * .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 422.00 DOWNSTREAM ELEVATION(FEET) = 409.51 ELEVATION DIFFERENCE(FEET) = 12.49 TC(MIN.) = .389*Q 600 .00** =.00)/( 12.49)]** .20 = 10.903 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.810 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA RUNOFF(CFS) = 6.09 TOTAL AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) = 6.09 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 ---------------------------------------------------------------------------- . . . .:;: C::OMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA:: <; <:: Aq Z UPSTREAM ELEVATION(FEET) = 409.51 DOWNSTREAM ELEVATION(FEET) = 404.2.3 STREET LENGTH(FEET) = 480.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.23 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15 PRODUCT OF DEPTH€<VELOCITY = 1.44 STREET FLOW TRAVEL TIME(MIN.) = 2.54 TC(MIN.) = 13.44 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.478 SOIL CLASSIFICATION IS "A" RESIDENTIAL -i 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .485(:) SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 2.28 EFFECTIVE AREA(ACRES) = 4.18 AVERAGED Fm(INCH/HR) _ .48 TOTAL AREA(ACRES) = 4.18 PEAK; FLOW RATE(CFS) = 7.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 12.77 FLOW VELOCITY(FEET/SEC.) = =.26 DEPTH*VELOCITY = 1.50 FLOW PROCESS FROM NODE 900.00 TO NODE 102.00 IS CODE = 8 . . . >>ADD I T I ON OF SUBAREA TO MAINLINE PEAK. FLOW: <:: <; 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.478 SOIL CLASSIFICATION IS "A" RESIDENTIAL -i 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR)_ .4850 SUBAREA AREA(ACRES) = 2.88 SUBAREA RUNOFF(CFS) = 5.17 EFFECTIVE AREA(ACRES) = 7.06 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA ( ACRES ) = 7.06 PEAK FLOW RATE(CFS) = 12.66 TC(MIN) = 1=.44 FLOW PROCESS FROM NODE 102-00 TO NODE 103.00 IS CODE = 6 ----------------------------------------------------------------------------- >> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA::< << UPSTREAM ELEVATION(FEET) = 404.2= DOWNSTREAM ELEVATION(FEET) = 400.68 STREET LENGTH(FEET) = 305.00 CURB HEIGTH(INCHES) = B. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK: ( FEET ) = 12.00 INTERIOR STREET CROSSFALL(UECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = . 027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 TR -14-11E- I + 0,35) 1.5 0, 615 2 A2 ; 1$,5 x0.35 3,23$ x 20 4, aoo 2. s a Q Q CROWN TC RNV 0.40% 5.9 1944 25.5 0.50% 6.6 21.6 28.5 0.60% 7.3 23.7 31.2 0.70% 7.9 25.6 33.7 0.80% 8.4 27.4 36.1 0.90% 8.9 29.0 38.2 1.00% 9.4 30.6 40.3 1.20% 10.3 33.5 44.2 1.40% 11.1 36.2 47.7 1.60% 11.9 38.7 51.0 1.80% 12.6 41.1 54.1 1.88% 12.9 42.0 55.3 2.00% 13.3 43.3 57.0 2.50% 14.9 48.4 63.7 3.00% 16.3 53.0 69.8 3.50% 17.6 57.3 75.4 4.00% 18.8 61.2 80.6 4.50% 19.9 64.9 85.5 5.00% 21.0 68.4 90.1 A,cRawm = A, +ikt t�cRou,F, = • 41 + i,b + 18.5= 20Z 1,486,�3,g53i(d•ISS)�� �i ULGROWh 1 �•�J ��� N1G - Acltowr, t• Arc. -7, 853 P-rc, + QTc ' �/�? = -1. �53�ota� _ . 3�1��1 = • r8 2/6 _ I EQ: ; = 30�(a- A g/w = AT, + AA 2 -7.853 + .� AR/,,,, _ in.lo3 -PT. + 5 - 25.4-7 ��R/w = 112 (ID• b3� �0•'R3�� S 2 QR/„= �3•I� S 2 T2- (4775-( + o,35) 2 At o,u K 20 (so 2s ) .2 0.615 3,?38 1 D• I o o•ZD A, cocoN = At = 3.853 1�cRou�►., : . •41 + 1,S + 18+.5= 2o.41 R : A� C ro urn 3 • $ S3/2.10. S Q Q Q 0.90% CROWN TC RNV 0.40% 5.9 19.4 25.5 0.50% 6.6 21.6 28.5 0.60'% 7.3 23.7 31.2 ! 0.70% 7.9 25.6 33.7 0.80% 8.4 27.4 36.1 0.90% 8.9 29.0 38.2 1.00% 9.4 30.6 40.3 1.20% 10.3 33.5 44.2 1.40% 11.1 36.2 47.7 1.60% 11.9 38.7 51.0 1.80% 12.6 41.1 54.1 1.88% 12.9 42.0 55.3 2.00% 13.3 43.3 57.0 2.50% 14.9 48.4 63.7 3.00% 16.3 53.0 69.8 3.50% 17.6 57.3 75.4 4.00% 18.8 61.2 80.6 4.50% 19.9 64.9 85.5 5.00% 21.0 68.4 90.1 B0' Qcrrown - �'i•95 A1G - ACROwr1 t i�.3 = 3853 + A-rc. 7.853 �-. G �►I - -I • X53/ 1 A I AR/,,, pR/w - PT, + R143 NP - 10,2S.`,I (b•?A?�,3 S �2 4g6 Clr'�• b� j / p.o2 Q R�w' -40 Tr-- 14-77 6 - ( + 0'35) 1.5 D, 615 2 2 K A4 - (20 +25) )t, = 225D ,2- s s Q Q Q CROWN TC RNV 0.40% 5.9 19.4 25.5 0.50% 6.6 21.6 28.5 0.60% 7.3 23.7 31.2 0.70% 7.9 25.6 33.7 0.80% 8.4 27.4 36.1 0.90% 8.9 29.0 38.2 1.00% 9.4 30.6 40.3 1.20% 10.3 33.5 44.2 1.40% 11.1 36.2 47.7 1.60% 11.9 38.7 51.0 1.80% 12.6 41.1 54.1 1.88% 12.9 42.0 55.3 2.00% 13.3 43.3 57.0 2.50% 14.9 48.4 63.7 3.00% 16.3 53.0 69.8 3.50% 17.6 57.3 75.4 4.00% 18.8 61.2 80.6 4.50% 19.9 64.9 85.5 5.00% 21.0 68.4 90.1 A,uocoN = A, +a,2 = 3,853 1pcRousN = • 41 + I.s + la•5: 2D 4Z A/p crown . 3.853�z,o.aZ - D.18623 QMown Qc�zocah = 93`. 5 S z ATG AfRown t k5 A-rc 1. 853 �"tG r croc.+h + .7A = 20.61 �►I -1. �53�0�rai . 3jq-p, : • 580 2/ 1 _ 1.06 Q � 5 �2 TG b,OZ I Fsj S A jz/,z _ A-rc. + Ag = -7.9,5b f -2 -1-5 AR/, _ 10.103 PR/w _ PT, + 5 = 25. &-1 N,2 1 10,103 Q, 34 3b ,,{{�� �.4g6 (10• IU3� �b•'R3(o,2/3 S �2 �3. Ito S 2 Ha 3 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.07 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.=4 AVERAGE FLOW VELOCITY(FEET/SEC.) _ 3.75 PRODUCT OF DEPTH&VELOCITY = 2.18 STREET FLOW TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 14.80 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.339 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 2.B EFFECTIVE AREA(ACRES) = 8.74 AVERAGED Fm(INCH/HR) _ .4 TOTAL AREA(ACRES) = 8.74 PEAK FLOW RATE(CFS) = 14.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.:'4 FLOW VELOCITY(FEET/SEC.) _?.88 DEPTH*VELOCITY = 2.26 .4B5() I. q GFS Nrrfl. S�dG FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 I S CODE = 1 ---------------------------------------------------------------------------- > >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< <; <:: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.80 RAINFALL INTENSITY(INCH/HR) = 2.34 AVERAGED Fm(INCH/HR) _ .48 EFFECTIVE STREAM AREA(ACRES) = 8.74 TOTAL STREAM AREA(ACRES) = 8.74 PEAK: FLOW RATE(CFS) AT CONFLUENCE = 14.58 FLOW PROCESS FROM NODE 300.00 TO NODE _ 01.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<; <; < •.; <: DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL 5-7 DWELLINGS/ACRE TC = K*f..(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 575.00 UPSTREAM EL.EVATION(FEET) = 411.99 DOWNSTREAM ELEVATION(FEET) = 406.01 ELEVATION DIFFERENCE(FEET) = 5.98 TC(MIN. ) _ .389*E ( 575.O0** 3.00)/( 5.98)1** .20 = 12.314 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.612 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) 2.97 TOTAL AREA(ACRES) = 1.55 PEAK: FLOW RATE(CFS) = 2.97 FLOW PROCESS FROM NODE 001.00 TO NODE 10 3.00 .Cit i I S CODE = ------------------------------------------------------------------------------ ...->>COMPUTE STREET tFLOW TRAVEL TIME THRU SUBAREA <: < < 0` UPSTRFAM ELEVAT?ON(FEET) 406.01 DOWNSTREAM ELEVATION(FEET) = 400.68- STREET LENGTH(FEET) = 455.00 CURD HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) _ 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 S'ECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.oe STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 9.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 2.64 TC(MIN.) = 14.95 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 2.325 SOIL CLASSIFICATION IS "A" RESIDENTIAL- 5•-7 DWELLINGS/ACRE SUBAREA LOSS ;SATE, Fm( INCH/HR) = SUBAREA AREA(ACRES) =- 1.34 SUBAREA RUNOFF(CFS) _ 2,22 EFFECTIVE AREA(ACRES) = 2.89 A v' -;Ai F E .49 TOTAL AREA(ACRES) - 7,vq ;"•F_.AK FLOW RATE(CFS) == 4.79 7- . EA {_..-,. '; EET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 10.46 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 103.00 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.) = 14.95 RAINFALL INTENSITY(INCH/HR) = 2.32 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) _ 2.89 TOTAL STREAM AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.79 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 12,06 14.80 .485 11.60 2 19.26 14.95 .48t-5 11.6' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAT<. FLOW RATE(CFS) = I.9 . ?b TO M I N .) = 14.800 EFFECTIVE AREA(ACRES) = 11.60 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 11.63 FLOW PROCESS FROM NODE 10.3.00 TO NODE 104.00 IS CODE = 6 14 c -5 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 400.68 DOWNSTREAM ELEVATION(FEET) _ 395.94 STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK WEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 20.89 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .60 HALFSTREET FLOOD WIDTH(FEET) = 16.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21 PRODUCT OF DEPTH&VELOCITY = 1.12 STREET FLOW TRAVEL TIME(MIN.) = .80 TC(MIN.) = 15.60 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.266 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 3.06 EFFECTIVE AREA(ACRES) = 13.51 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 13.54 PEAK FLOW RATE(CFS) = 21.66. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 17.47 FLOW VEL.00ITY(FEET/SEC.) = 5.08 DEPTH*VELOCITY = 3.11 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 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.) = 15.60 RAINFALL INTENSITY(INCH/HR) = 2.27 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA ( ACRES) = 13.51 TOTAL STREAM AREA(ACRES) = 13.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.66 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 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) =- 1060.00 UPSTREAM ELEVATION(FEET) = 426.00 DOWNSTREAM ELEVATION(FEET) = 406.99 ELEVATION DIFFERENCE(FEET) = 19.01 TC(MIN.) = .389M 1060.00** 3.00)/( 19.01)1** .20 = 14.104 10 YEAR RAINFAL._L.. INTENSITY(INCH/HOUR) _ 2.408 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA RUNOFF(CFS) = 11.23 F1zvM tJ 7_�{ GGS TOTAL AREA(ACRES) = 6.49 PEAK FLOW RATE(CFS) = i ��oH ►� 3-3 cFs FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 6 ------------------------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA l UPSTREAM ELEVATION(FEET) = 106.99 DOWNSTREAM ELEVATION(FEET) = 402.49 STREET LENGTH(FEET) = 520.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 12.49 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.331 PRODUCT OF DEPTH&VELOCITY = 1.94 STREET FLOW TRAVEL TIME(MIN.) = 2.61 TC(MIN.) = 16.71 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 2.175 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .485c) SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 2.51 EFFECTIVE AREA(ACRES) = 8.14 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 8.14 PEAK FLOW RATE(CFS) = 12.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 16.=4 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY = 1.92 FLOW PROCESS FROM NODE 202.00 TO NODE 104.00 I S CODE = 6 . >W COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<;.<; •;.<;: UPSTREAM ELEVATION(FEET) = 402.49 DOWNSTREAM ELEVATION(FEET) _ 395.94 STREET LENGTH(FEET) = 460.00 CURB HEIGTH(INCHES) = 8. STREET HALFW I DTH ( FEET) = 20.00 DISTANCE F= ROM CROWN TO CROSSFALL GRADEBREAK ( FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) - .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1.3.31 STREET FLOW MODE=.L RESULTS: STREET FLOW DEPTH(FEET) _ .55 HALFSTREET FLOOD WIDTH(FEET) = 15.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.06 PRODUCT OF DEPTH€<VELOC I TY = 2.24 Im STREET FLOW TRAVEL TIME(MIN.) = 1.89 TC(MIN.) = 18.60 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.0=9 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.33 SUBAREA RUNOFF(CFS) = 1.86 EFFECTIVE AREA(ACRES) = 9.47 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 9.47 PEAK: FLOW RATE(CFS) = 1.3.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .55 HALF STREET FLOOD W I DTH ; F T) " 15 . 'w2 FLOW VELOCITY(FEET/SEC.) ;.54 DE=T!• $VEL=_ .. - ._ LOW PROCESS . '+FCSIGNATE 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.) = 18.60 RAINFALL INTENSITY(INCH/HR) = 2.04 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 9.47 TOTAL STREAM AREA(ACRES) = 9.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.25 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 -4.40 15.60 .485 21.45 2 _4.31 15.75 .485 21.56 .=1 =2.19 18.60 .485 23.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR: FLOW RATE(CFS) _ ✓ .=4.40 Tc (MIN .) = 15.599 EFFECTIVE AREA(ACRES) 21.45 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 2=.01 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 6 ---------------------------------------------------------------------------- . .. >>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<< <;: UPSTREAM ELEVATION(FEET) _ .=95.94 DOWNSTREAM ELEVATION(FEET) _ "'92.71 STREET LENGTH(FEET) _= 175.00 CURB HE I GTH (INCHES) _= 0. STREET HALFWIDTH(F=EET) _ 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 12.00 INTERIOR STREET CROSSFALL ( DEC I MAL) = . 027 OUTSIDE STREET CROSSFALL ( DEC I MAL) _ . i X27 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) _ 34.65 STREET FLOW MODEL RESULTS: Nu $ STREET FLOW DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 15.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.93 PRODUCT OF DEPTH&VELOCITY = 2.80 STREET FLOW TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 16.19 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.216 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) _ .33 SUBAREA RUNOFF(CFS) _ .51 EFFECTIVE AREA(ACRES) = 21.78 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 23.34 PEAK FLOW RATE(CFS) _�, END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOOD WIDTH(FEET) = 15.78 FLOW VELOCITY(FEET/SEC.) = 4.90 DEPTH*VELOCITY = 2.78 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6 ---------------------------------------------------------------------------- ...>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA: UPSTREAM ELEVATION(FEET) = 392.71 DOWNSTREAM ELEVATIDN(FEET) = 386.70 STREET LENGTH(FEET) _ .340.00 CURB HEIGTH(INCHES) = B. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .027 OUTSIDE STREET CROSSFALL(DECIMAL) _ .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) _ 35.?3 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.34 AVERAGE FLOW VF-LOCITY(FEET/SEC.) = 4.78 PRODUCT OF DEPTH&VELOCITY = 2.79 STREET FLOW TRAVEL TIME(MIN.) = 1.18 TC(MIN.) = 17.38 10 YEAR RAINFALL INTENSITY(INCH/{-SOUR) _ 2.124 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HF' .4850 SUBAREA AREA ( ACRES ) = 2.08 SUBAREA RUNOFF(CFS) = 7. (:)7,,,'-- S Z w4_.:�.' EFFECTIVE AREA(ACRES) _ 23.86 AVERAGED Fm(INCH/HR) _ .49 /,G 07, TOTAL AREA(ACRES) = 25.42 PEAK FLOW RATE(CFS) _ .35zl END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 16.34 FLOW VEL.00ITY(FEET/SEC.) = 4.69 DEPTH*VELDCITY = 2.73 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 1 ----------------------------------------------------------------------------- ....>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< <...' TOTAL NUMBER OF STREAMS = _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF" CONCENTRATION (MIN . ) = 17.38 RAINFALL INTENSITY(INCH/HR) _ 2.12 Na 9 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 23.86 TOTAL STREAM AREA(ACRES) = 25.42 PEAK: FLOW RATE(CFS) AT CONFLUENCE _ 35.21 FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 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) = 375.00 UPSTREAM ELEVATION(FEET) = 408.15 DOWNSTREAM ELEVATION(FEET) = 405.55 ELEVATION DIFFERENCE(FEET) = 2.60 TC(MIN.) = 389*C ( 375.00** .3.00)/( 2.60)1** .20 = 11.256 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.757 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = .83 PEAK FLOW RATE(CFS) = 1.70 FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 6 ---------------------------------------------------------------------------- ... >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< <; UPSTREAM ELEVATION(FEET) = 405.55 DOWNSTREAM ELEVATION(FEET) _ 394.05 STREET LENGTH(FEET) = 525.00 CURB HEIGTH(INCHES) = 6. STREET HALFW I DTH ( FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK::(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FL-OW(CFS) = 4..15 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .29 HALFSTREET FLOOD WIDTH(FEET) = 6.41 AVERAGE FLOW VELOCITY(FEET/SEC.) _ 3.13 PRODUCT OF DEPTH&VELOCITY = .9(: STREET FLOW TRAVEL TIME(MIN.) = 2.79 TQ MIN.) = 14.05 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.417, SOIL CLASSIFICATION IS "A" RESIDENTIAL-::> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) - .485(") SUBAREA AREA(ACRES) = 2.84 SUBAREA RUNOFF(CFS) = 4.9_ EFFECTIVE AREA ( ACRES) _ 3.67 AVERAGED Fm (I NCH/HR) _CFS IJ StQc TOTAL AREA ( ACRES) = 3.67 PEAK:: FLOW RATE(CFS) = 6. •1; ✓ END OF SUBAREA STREET FLOW HYDRAULICS: Lq •6 001 S -1<4 4& DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 7.57 FLOW VELOCITY(FEET/SEC.) = 5.63 DEPTH*VELOCITY = 1.16 HQ IV FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 6 ----------------------------------------------------------------------------- ...:`•>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <:: UPSTREAM ELEVATION(FEET) _ 394.05 DOWNSTREAM ELEVATION(FEET) _ 388.07 STREET LENGTH(FEET) _ 385.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROW! TO CROSSFALL GRADEBREnK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.89 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .=8 HALFSTREET FLOOD WIDTH(FEET) = 9.08 AVERAGE FLOW VELOCITY(FEET/SEC.) _ 3.13 PRODUCT OF DEPTH&VELOCITY i.i9 STREET FLOW TRAVEL TIME(f•i:: N.) -- 2.05 TC(MIN.) 10 YEAR RAINFALL I NTE NS I TY (INCH/HOUR) _ 2.224 SOIL CLASSIFICATION IS "A" RESIDENTIAL- > 5--7 DWELLINGS/ACRE SUBAREA !.._OSS RATE, Fm(INCH/HR) _ .495 SUBAREA AREA ( ACRES) _ 3.21 SUBAREA RUNOFF(CFS) == 5.02 EFFECTIVE AREA(ACRES) = 6.88 AVERAGED Fm(INC!"'!/HR) _ .49 TOTAL AREA ( ACRES) = 6.88 PEAK: FLOW RATE(CFS) _= 10„77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) __ .40 HALFSTREET FLOOD WIDTH(FEET) = 10.46 FLOW VEL-OCITY(FEET/SEG.) = 3.41 DEPTH*VELOCITY = 1.35 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 106.00 IS CODE = 6 ------------------------------------------------------------------------------- .. >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <:: <:: Q:: UPSTREAM ELEVATION(FEET) 3S3.93 DOWNSTREAM ELEVATION(FEET) ET) _ 386.70' STREET LENGTH(FEET) =T) _ 360090 CURB HE I CTH (I NCHE:S) = G. STREET HALPW I DTH (F'EET) = 20,00 DISTANCE FROM L= ( F" FET) - 12.00 m ' , . r ALL ( DEC I MAL) = . 02'7 OUTSIDE STREET CROSSFALL(DECIMAL) _ .027 SPECIFIED NUMBER OF HALFS-FREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) _= 12.39 STREET FLOW MODEL RESULTS STREET FLOW DEPTH(FEET) _ .61 HALFSTREET FLOOD WIDTH(FEET) = 17.47 AVERAGE FLOW VELOCITY(FEET/SEC.) _ 2.91 PRODUCT OF DEPTH&VEL-OC I TY = 1.78 STREET FLOW TRAVEL TIME(MIN,) _ 2.18 TC(MIN.) - 18.28 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _= 2.061 SOIL CLASSIFICATION IS "A" RESIDENTIAL-? 5--7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .4850 SUBAREA AREA ( ACRES) = 2.29 SUBAREA RUNOFF(CFS) = 3.25 144 /1 EFFECTIVE AREA(ACRES) = 9.17 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 9.17 PEAK FLOW RATE(CFS) = 13.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTH(FEET) = 18.03 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY = 1.80 FLOW PROCESS FROM NODE 403.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- . >DES I GNATE INDEPENDENT STREAM FOR CONFLUENCE<; <;: <;: <' TOTAL NUMBER OF STREAMS = _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.28 RAINFALL INTENSITY(INCH/HR) = 2.06 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 9.17 TOTAL STREAM AREA(ACRES) = 9.17 REAM: FLOW RATE(CFS) AT CONFLUENCE = 13.01 i1 FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 2 ---------------------------------------------------------------------------- >> > > RATIONAL METHOD INITIAL SUBAREA ANALYS I S<: ;:: <:: <:: DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL 5-7 DWELLINGS/ACRE TC = K:* E ( LENGTH* * 3 . 00) / (ELEVATION CHANGE) ] * * .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.00 UPSTREAM ELEVATION(FEET) = 410.00 DOWNSTREAM ELEVATION(FEET) = 388.83 ELEVATIbN DIFFERENCE(FEET) = 21.17 TC(MIN.) _ .389*C( 975.00** 3.00)/( 21.17)7** .20 = 1=.128 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.514 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 5.79 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 5.79 FLOW PROCESS FROM NODE 501.00 TO NODE 106.00 IS CODE == 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <1 UPSTREAM ELEVATION(FEET) _ 388.8' DOWNSTREAM ELEVATION(FEET) _ 386.70 STREET LENGTH(FEET) = 490.01 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK:(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTEI) USING MEAN FLOW(CFS) 7.09 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) - .54 HALFSTREET FLOOD WIDTH(FEET) = 14.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.=2 PRODUCT OF DEPTH&VELOCITY = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 3.52 TC(MIN.) = 16.65 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.180 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 2.62 EFFECTIVE AREA(ACRES) = 4.89 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 4.89 PEAK FLOW RATE(CFS) = 7.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 15.22 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY == 1.26 FLOW PROCESS FROM NODE 501.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- ...>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE:: <Q, .. . ::>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <L. Q., TOTAL NUMBER OF STREAMS = _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 0 ARE: TIME OF CONCENTRATION(MIN.) = 16.65 RAINFALL INTENSITY(INCH/HR) = 2..18 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 4.89 PEAK FLOW RATE(CFS) AT CONFLUENCE 7.46 RAINFALL INTENSIT`( AND TIME OF CONCENTRATION RATIO CQNFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE M* Q(CFS) Tc(MIN.) 1 55.29 17.38 2 55.17 17.53 ._, 54.52 18.28 4 51.29 20.42 5 55.07 16.65 Fm(INCH/HR) Ae(ACRES .485 37.47 .485 37.66 .485 38.40 .485 39.48 .485 36.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.:9 Tc (MIN .) = 17.175 EFFECTIVE AREA(ACRES) _ 37.47 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = =9.48 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE _31 ---------------------------------------------------------------------------- . . . >COMPUTE PIPE --FLOW TRAVEL TIME THRU SUBAREA<<:: ....>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <•' DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.4 INCHES F'IF'E -FLOW VELOCITY(FEET/SEC.) = 14.8 UPSTREAM NODE ELEVATION(FEET) = =86.70 DOWNSTREAM NODE ELEVATION(FEET) _ 182.00 FLOW LENGTH (FEET) = 180.00 MANNING ' S N = .013 ESTIMATED PIPE DIAMETER(INCH) _ 50.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.29 Na 13 TRAVEL TIME(MIN.) _ .20 TC(MIN.) = 17.58 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ 39.48 TC(MIN.) = 17.58 EFFECTIVE AREA(ACRES) = 37.47 AVERAGED Fm(INCH/HR)= .49 PEAK FLOW RATE(CFS) = 55.29 * PEAK. FLOW RATE TAHLE *** [!(GFS) TO MIN.) Fm(INCH/HR) Ae(ACRES) 1 55.29 17.58 .485 37.47 2 55.17 17.74 .485 .37.66 3 54.52 18.48 .485 38.40 4 51.29 20.62 .485 39.48 5 55.07 16.85 .485 .36.10 END OF RATIONAL METHOD ANALYSIS q61 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 # 9427 Analysis prepared by: HR ENGINEERING, INC. 4351 LATHAM STREET RIVERSIDE, CALIFORNIA 92501 PHONE (714) 684-9522 FAX (714) 684-2146 ************************** DESCRIPTION OF STUDY ************************** * TRACT 14775 - PERIMETER STREETS * 10 YEAR STORM * DGG 1/6/99 ************************************************************************** FILE NAME: 4267DG11.DAT TIME/DATE OF STUDY: 10:56 1/ 6/1999 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0100 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 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) = 1950.00 UPSTREAM ELEVATION(FEET) _ . 427.00 DOWNSTREAM ELEVATION(FEET) = 407.19 ELEVATION DIFFERENCE(FEET) = 19.81 TC(MIN.) _ .389*[( 1950.00** 3.00)/( 19.81)]** .20 = 20.165 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.943 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 2.47. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< W&Z UPSTREAM ELEVATION(FEET) = 407.19 DOWNSTREAM ELEVATION(FEET) = 391.77 STREET LENGTH(FEET) = 795.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.00 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86 PRODUCT OF DEPTH&VELOCITY = .98 STREET FLOW TRAVEL TIME(MIN.) = 4.64 TC(MIN.)-= 24.80 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.716 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR).= .4850 SUBAREA AREA(ACRES) = _a5 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 2.83 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 2.83 PEAK FLOW RATE(CFS) = 3.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 9.27 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 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.) = 24.80 RAINFALL INTENSITY(INCH/HR) = 1.72 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 2.83 TOTAL STREAM AREA(ACRES) = 2.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.14 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 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) = 390.00 UPSTREAM ELEVATION(FEET) = 410.84 DOWNSTREAM ELEVATION(FEET) = 400.28 ELEVATION DIFFERENCE(FEET) = 10.56 TC(MIN.) = .389*[( 390.00** 3.00)/( 10.56)]** .20 = 8.707 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.216 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLING -/ACRE RL SUBAREA L`''.'_ j RATE,F ;{ i"i. /}l_R n L2 /�63 SUBAREA RUNOFF(CFS) = Y,,2..2, TOTAL AREA(ACRES) = 1.16 PEAK FLOW ?A-v(CFS) = 2.85 **��c**�W******�*�*x ?}�?�•Y ���;:� ��;+;tc*X��c�=kkkKk�*�W*�*etc*�Ic;ic�K*�K�K�K*�k?k�k�k�k*�K***�k�k*�fc*�KK�K FLOW PROCESS FROM NODE 701.00 TO NODE 602.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM ELEVATION(FEET) = 400.28 DOWNSTREAM ELEVATION(FEET) = 391.77 STREET LENGTH(FEET) = 520.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = am .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .&*@ -ill SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 4.0-7 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 7.C5 AVERAGE FLOW VELOCITY(FEBT/�clEC.) PRODUCT OF DEPTH&VEL , . 7 - _ --- YTS I'�C' "'F r:' _ . --. - ,;. � _ '�.•�:-Tc(MIN. ) = 11.15 "A�; 'A! Pd�'AI.i. INTENSITY(INCH/HOUR) = 2.772 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.1___7 SUBAREA RUNOFF(CFS) = 2.41 EFFECTIVE AREA(ACRES) = 2.33 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 2.33 PEAK FLOW RATE(CFS) = 4.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 7.44 FLOW VELOCITY(FEET/SEC.) = 3.82 DEPTH*VELOCITY = 1.59 FLOW PROCESS FROM NODE 701.00 TO NODE 602.00 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.) = 11.15 RAINFALL INTENSITY(INCH/HR) = 2.77 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) = 2.33 TOTAL STREAM AREA(ACRES) = 2.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.80 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 5.72 24.80 .435 5.16 2 7.42 11.15 .485 3.60 Nbf COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.42 Tc(MIN.) = 11.152 EFFECTIVE AREA(ACRES) = 3.60 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 5.16 FLOW PROCESS FROM NODE 602.00 TO NODE 107.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 391.77 DOWNSTREAM ELEVATION(FEET) = 382.45 STREET LENGTH(FEET) = 480.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.02 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 14.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY = 1.62 STREET FLOW TRAVEL TIME(MIN.) = 2.17 TC(MIN.) = 13.33 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.491 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) _ .67 SUBAREA RUNOFF(CFS) = 1.21 EFFECTIVE AREA(ACRES) = 4.27 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 5.83 PEAK FLOW RATE(CFS) = 7.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 13.14 FLOW VELOCITY(FEET/SEC.) = 4.03 DEPTH*VELOCITY = 1.69 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.83 TC(MIN.) = 13.33 EFFECTIVE AREA(ACRES) = 4.27 AVERAGED Fm(INCH/HR)= .49 PEAK FLOW RATE(CFS) = 7.71 *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 6.01 27.01 .485 5.83 2 7.71 13.33 .485 4.27 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 # 9427 Analysis prepared by; HR ENGINEERING, INC. 4=51 LATHAM STREET R I VERS I DE s CALIFORNIA V2501 PHONE ( 714) 684-9522 FAX C714) 684-2146 ?;{�?�;�i�*X:�{*it�iKX:?{){7k?kii;%it7{�t�*�:X ,iES:.�!.'!r''-'1,:'��' `'•_;-'�; k:?{r... TRACT 14775 FILE NAME: 4267DG10 . DAT TIME/DATE OF STUDY: 15:24 1/ 8/1999 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 = ..95 *USER—DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1—HOUR INTENSITY(INCH/HOUR) = 1.5200 FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 I S CODE = 2 ---------------------------------------------------------------------------- ... RATIONAL METHOD INITIAL SUBAREA ANALYSIS -::<<Q:: DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL 5-7 DWELLINGS/ACRE TC = K*E(LENGTH** -=.00M ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW—LENGTH ( FEET) = 600.00 UPSTREAM ELEVATION(FEET) = 422.00 DOWNSTREAM ELEVATION(FEET) = 409.51 ELEVATION DIFFERENCE(FEET) � = 12.49 TC(MIN.) = .389*E( 600.00** 3.00)/( 12.49)7** .20 = 10.907 100 YEAR RAINFALL- INTENSITY(INCH/HOUR) = 4.29 SOIL CLASSIFICATION IS "A" RESIDENTIAL--> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) 9.81 TOTAL AREA(ACRES) = 2.91 PEAK: FLOW RATE(CFS) = 9.81 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 Hct ---------------------------------------------------------------------------- . . . >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA: <::: { •:. UPSTREAM ELEVATION(FEET) = 409.51 DOWNSTREAM ELEVATION(FEET) = 404.27, STREET LENGTH(FEET) = 480.00 CURB HEIGTH(INCHES) = 6. STREET HALFW I DTH ( FEET ) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.68 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGL.IBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.70 PRODUCT OF DEPTH&VELOCITY = 1.92 STREET FLOW TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 1.3.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3.794 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 3.78 EFFECTIVE AREA(ACRES) _ 4.18 AVERAGED Fm(INCH/HR) _ .48 TOTAL AREA(ACRES) = 4.18 PEAK FLOW RATE(CFS) = 12.45 END OF SUBAREA STREET FLOW HYDRAULICS: �- DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 15.66 FLOW VELOCITY(FEET/SEC.) = 0.66 DEPTH*VELOCITY = 1.96 **************************************************************************** FLOW PROCESS FROM NODE ?00.00 TO NODE 102.00 I S CODE = 8 ------------------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<::<::.; Q:: 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ =.794 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.88 SUBAREA RUNOFF(CFS) = 8.58 EFFECTIVE AREA(ACRES) = 7.06 AVERAGED Fm(INCH/HR) _ .485 TOTAL AREA (AC.RES ) = 7.06 PEAK: FLOW RATE(CFS) = 11.02 TC(MIN) = 13.07 FLOW PROCESS" FROM NODE 102.00 TO NODE 103.00 I S CODE = 6 ---------------------------------------------------------------------------- . . . >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA•:: _:: UPSTREAM ELEVATION ( FEET ) _ 404.23 DOWNSTREAM ELEVATION(FEET) = 400.6e STREET LENGTH(FEET) = 305.00 CURB HEIGTH(INCHES) = B. STREET HALFW I DTH ( FEET ) = 20.0('') Pc 3 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK:(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.38 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) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.34 PRODUCT OF DEPTH&VELOCITY = 2.92 s �S STREET FLOW TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 14.24 CSS 4p 100 YEAR RAINFALL INTENSI T'Y( INCH/HOUR) _ 3.603 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(IN ) _ .4850 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 4.71 EFFECTIVE AREA(ACRES) = 8.74 AVERAGED Fm(INCH/HR) _ .48 TOTAL AREA(ACRES) = 8.74 PEAK FLOW RATE(CFS) = 24.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.72 FLOW VELOCITY(FEET/SEC.) = 4.55 DEPTH*VELOCITY = 3.07 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 I S CODE = 1 .>> `DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE;< < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.24 RAINFALL INTENSITY(INCH/HR) = 3.60 AVERAGED Fm(INCH/HR) = .48 EFFECTIVE STREAM AREA(ACRES) = 8.74 TOTAL STREAM AREA(ACRES) = 8.74 PEAK: FLOW RATE(CFS) AT CONFLUENCE == 24.53 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 2 ------------------------------------------------------------------------------ . . > > >RAT I ONAL METHOD INITIAL SUBAREA ANALYS I S Q < .'. DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL 5-7 DWELLINGS/ACRE TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 575.0 UPSTREAM ELEYAT I ON (FF'EET ) = 411.99 DOWNSTREAM ELEVATION(FEET) _ 406.01 ELEVATION DIFFE-"RENCE(FEET) = 5.98 TC(MIN.) = .389*E( 575.00** 3.00M 5.98)]** .20 = 12.314 100 YEAR RAINFALL I NTENS I TY (I NCH/HOUR ) _ 3.911 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) - .4350 hC 1 SUBAREA RUNOFF(CFS) = 4.81 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 4.81 FLOW PROCESS FROM NODE 001.00 TO NODE 103.00 IS CODE = 6 ----------------------------------------•------------------------------------ > >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< < <0 -- UPSTREAM ELEVATION(FEET) = 406.01 DOWNSTREAM ELEVATION(FEET) = 400.68 STREET LENGTH(FEET) = 455.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.Q0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK:(FEET) = 12.0 INTERIOR STREET CROSSFALL(DECIMAL) == .027 OUTSIDE STREET CROSSF ALL PEC I MAL) = .027 SPECIFIED NUMBER OF HAL;= ETRE TES CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) - .44 HAL -.r= ST` EE T FLOOD WIDTH ( FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.16 PRODUCT OF DE::PTH&YELOC I TY = i.40 STREET FLOW TRAVEL TIME(MIN.) = 2.40 TC(MIN.) = 14.71 100 YEAR RAINFALL._ INTENSITY( INCH/I-OUR) = 3.53.' SOIL CLASSIFICATION IS "A" RESIDENTIAL•--> 7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 7.68 EFFECTIVE AREA(ACRES) = 2.89 AVERAGED Fm(INCH/HR), _ .49 TOTAL AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) = 7.93 END OF SUBAREA STREET FLOW HYDRAULICS: .0_� DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 12.77 FLOW VELOCITY(FEET/SEC.) = 0.45 DEPTH*VELOCITY w 1.53 FLOW PROCESS FROM NODE 301.00 'C O NODE 103.00 is CODE r. r r Q!_ V" COMPUTE VARIOUS CONFLUENCED STREAM VALUES•' <- Q`. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.71 RAINFALL INTENSITY(INCH/HR) = 3.53 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) - 2.89 TOTAL STREAM AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.97. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK: FLOW Q(CFS) 1 32 8 2 31.90 RATE TABLE "CWMIN. ) .1.4.24 14.7.1 Fm(INCH/HR) .485 .485 Ae(ACRES) 1.1.54 11 .6"' Nc' s COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.38 Tc(MIN.) = 14.237 EFFECTIVE AREA(ACRES) = x+54 AVERAGED Fm(INCH/HR) _ .48 TOTAL AREA(ACRES) = 11.6' FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 6 ----------------------------------------------------------------------------- COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA << UPSTREAM ELEVATION(FEET) = 400/.68 DOWNSTREAM ELEVATION(FEET) _ 395.94 STREET LENGTH(FEET) = 250.00- CURB HEIGTH(INCHES) = B. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) _ =4.96 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL_ DEPTH(FEET) = .68 FLOOD WIDTH(FEET) = 20.00 FULL_ HALF -STREET VELOCITY(FEET/SEC.) = 5.66 SPLIT DEPTH(FEET) = .36 SPLIT FLOOD WIDTH(FEET) = 7.91 SPLIT VF_LOCITY(FEET/SEC.) 3.58 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) = .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.66 PRODUCT OF DEPTH&VELOCITY 3.85 STREET FLOW TRAVEL TIME(MIN.) = .74 TC(MIN.) = 14.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3.496 SOIL CLASSIFICATION IS "A" RESIDENTIAL._- 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE„ Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 5.18 EFFECTIVE AREA(ACRES) = 1=.45 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 13.54 PEAK FLOW RATE(CFS) = 36.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.66 DEPTH*VELOCITY = 3.35 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<Q. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.97 RAINFALL INTENSITY (I NCH/HR) = 3.50 AVERAGED Fm(INCH/HR) = .49 hc � EFFECTIVE STREAM AREA(ACRES) = 13.45 TOTAL STREAM AREA(ACRES) = 1=.54 PEAK FLOW FATE(CFS) AT CONFLUENCE _ 36.44 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2 ---------------------------------------------------------------------------- > >>RAT I ONAL METHOD INITIAL SUBAREA ANALYS I S<; <; r < <. DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1060.Qo UPSTREAM ELEVATION(FEET) = 426.00 DOWNSTREAM ELEVATION(FEET) = 406.99 ELEVATION DIFFERENCE(FEET) = 19.01 TC (MIN .) = .389 * 0 1060.00** 3.00)/( 19.01)1** .20 = 14.104 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3.624 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5--7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) == .4850 SUBAREA RUNOFF(CFS) = 18.J31 TOTAL AREA ( ACRES) = 6.49, PEAK FLOW RATE(CFS) = 18. •_}.? radIA ' �_SGf� -� FPO�4 N S -y 16 .3 cFs FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 6 ----------------------------------------------------------------------------- . . . ::>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA •:; <; •:. UPSTREAM ELEVATION(FEET) = 406.99 DOWNSTREAM ELEVATION(FEET) = 402.49 STREET" LENGTH(FEET) = 520.00 CURB HE I GTH (INCHES) = e. STREET HALFW I DTH ( FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) _ 20.43 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) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY = 2.55 STREET FLOW TRAVEL. TIME (MIN .) = 2.28 TC (MIN .) = 16.39 100 YEAR; RAINFALL INTENSITY(INCH/HOUR) _ 0.311 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE., Fm(INCH/HR) == .485 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 4.20 EFFECTIVE AREA(ACRES) = 8.14 AVERAGED Fm(INCH/HR) .49 TOTAL AREA(ACRES) = 8.14 PEAK FLOW RATE(CFS) 20.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.72 FLOW VELOCITY ( FEET/SEC .) -- 3.84 DE:.PTH*VELOCITY = 2.59 Nc7 FLOW PROCESS FROM NODE 202.00 TO NODE 104.00 IS CODE = 6 ----------------------------------------------------------------------------- `=;COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA UPSTREAM ELEVATION(FEET) = 402.49 DOWNSTREAM ELEVATION(FEET) _ 395.94 STREET LENGTH(FEET) = 460.00 CURB HEIGTH(INCHES) = 8. STREET HALFW I DTH ( FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK:(FEET) = 12.0 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL ( DEL' I MAL) = . 027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 22.29 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .64 HALFSTREET FLOOD WIDTH(FEET) = 18.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.63 PRODUCT OF DEPTH&VELOCITY = 2.98 STREET FLOW TRAVEL TIME(MIN.) = 1.65 TC(MIN.) = 18.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SOIL CLASSIFICATION IS "A" RES I DENT" I AL--> --7 DWELLINGS/ACRE SUBAREA SUBAREA AREA ( ACRES) -- 1 0 .. SUB;:. -.PA . _.126 22.51 c�S f-ALFSTREET FLOOD WIDTH(FEET) = 18.59 FLOW VELOC.ITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY = 3.01 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 104.00 IS CODE = 1 .. . >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<;<<<; ...>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <:: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEP'ENDEN'T• STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.04 RAINFALL_ INTENSITY(INCH/HR) = 3.13 AVERAGED Fm(INCH/HR) = .49 EFFECTIVE STREAM AREA(ACRES) -- 9.47 TOTAL STREAM AREA(ACRES) = 9.47 PEAK: FLOW RATE(CFS) AT CONFLUENCE _ 22.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK. FLOW G(CFS) 1 'J 2 57.40 54.69 RATE TABLE ** TOMIN. ) .14.97 .15.45 18.04 Fm(INCH/HR) .485 .485 .485 Ae(ACRES) 21.=1 '1.65 2=.01 NC t COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW FATE(CFS) = 57.73 Tc(MIN.) = 14.973 EFFECTIVE AREA(ACRES) _ _71.31 AVERAGED Fm(INCH/HR) _ .48 TOTAL AREA(ACRES) = 23.01 / FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 6 ------------------------------------------------------------------------------- .. > COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< < 0 <' <' UPSTREAM ELEVATION(FEET) _ !95.94 DOWNSTREAM ELEVATION(FEET) _ 392.71 STREET LENGTH(FEET) = 175.00 CURB HEIGTH(INCHES) = 8. STREET HALFW I DTH ( FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 58.17 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) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.40 PRODUCT OF DEPTH&VELOCITY = 3.63 STREET FLOW TRAVEL TIME(MIN.) = .54 TC(MIN.) = 15.51 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3.422 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = .33 SUBAREA RUNOFF(CFS) = .87 EFFECTIVE AREA(ACRES) = 21.64 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) = 23.34 PEAK. FLOW RATE(CFS) = 57.77 END OF SUBAREA STREET FLOW HYDRAULICS: --� DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.72 FLOW VELOCITY(FEET/SEC.) = 5..S6 DEPTH*VELOCITY = 3.61 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6 ---------------------------------------------------------------------------- . .. '> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<:: <:; •:' •:' UPSTREAM ELEVATION(FEET) _ 392.71 DOWNSTREAM ELEVATION(FEET) _ oe6.70 STREET LENGTH(FEET) = 340.00 CURB HE I GTH (INCHES) = e. STREET HALFW I DTH ( FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK: (FF_ET) == 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) -= . f 12 7 SPECIFIED NUMBER OF HALFSTRE::ETS CARRYING RUNOFF = 2 **TRAVEL TIMI'_= COMPUTED USING ME -;AN FLOW (CFS) = 60.36 Nc R 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) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.60 PRODUCT OF DEPTH€<VELOCITY = 3.77 STREET FLOW TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 16.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ =.295 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .485() SUBAREA AREA(ACRES) = 2.08 SUBAREA RUNOFF(CFS) = 5.26 EFFECTIVE AREA(ACRES) = 2.3.72 AVERAGED Fm(INCH/HR) _ .48 TOTAL AREA(ACRES) = 25.42 PEAK: FLOW RATE(CFS) = f59.98 h °� W Ott END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .67 HALFSTREET FLOOD WIDTH(FEET) = 19.72 FLOW VELOCITY ( FEET/SEC .) = 5.57 DEPTH*VELOC I TY = 3.75 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = i ---------------------------------------------------------------------------- Q>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE TOTAL NUMBER OF STREAMS = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.52 RAINFALL INTENSITY(INCH/HR) = 3.29 AVERAGED Fm(INCH/HR) = .48 EFF=ECTIVE STREAM AREA(ACRES) = 23.72 TOTAL STREAM AREA(ACRES) = 25.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.98 FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 2 ---------------------------------------------------------------------------- . . . ;> > RATIONAL METHOD INITIAL SUBAREA ANALYSIS <; <r <` DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = k::* E ( LENGTH* * ._, . 00) / (ELEVATION CHANGE) ] * * .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 375.00 UPSTREAM ELEVATION(FEET) = 408.15 DOWNSTREAM ELEVATION(FEET) = 405.55 ELEVATION DIFFERENCE(FEET) = 2.60 TC(MIN.) = .389*(( 375.00** 3.00)/( 2.60)1** .20 = 11.256 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.149 SOIL. CLASSIFICATION IS "A" RESIDENTIAL-::> -7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .485 SUItAREA RUNOFF(CFS) = 2.74 TOTAL_ AREA ( ACRES) _ .83 PEAK: FLOW RATE(CFS) = 2.74 FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 6 ----------------------------------------------------------------------------- ...>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA NGlp UPSTREAM ELEVATION(FEET) = 405.55 DOWNSTREAM ELEVATION(FEET) _ !94.05 STREET LENGTH(FEET) = 525.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .027 OUTSIDE STREET CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 6.85 STREET FLOW MODEL_ RESULTS: STREET FLOW DEPTH(FEET) _ .531 HALFSTREET FLOOD WIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) _ 3.42 PRODUCT OF DEPTH&VELOCITY = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.56 TC(MIN.) = 1.=.81 100 YEAR RAINFALL- INTENSITY (I NCH/HOUR) _ 3.669 SOIL CLASSIFICATION IS "A" RESIDENTIAL 7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) _ 2.84 SUBAREA RUNOFF(CFS) = 8.14 EFFECTIVE AREA(ACRES) _ -'.67 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) _ .=.67 PEAK FLOW RATE(CFS) - 10.52 END OF SUBAREA STREET FLOW HYDRAULICS :-ic DEPTH ( F=EET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 9 .8 FLOW VELOCITY(FEET/SEC.) _ =.71 DEPTH*VELOCITY =- 1.41 7• FLOW PROCESS FROM NODE 402.00 TO NODE 407.00 IS CODE 6 ------------------------------- .,..---.---------.------------------_-----------•_-- _._._.-- >> > •COMPUTE STREET FLOW TRAVEL TIME T HRU SUBAREA k ; <, < UPSTREAM EL-EVAT I ON (F EF T) 094.05 r!'WN3 i REAM ELEVAT i ON ( FEET) _ 388.07 STREET LENGTH(FEET) = 385.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADES+REAK(FEET) = 1.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET CROSSFALL(DECIMAL) � .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 14.74 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .4' HALFSTREET FLOOD WIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(F-EET/SEC.) _ 3.84 PRODUCT OF DEPTH&VEL-OC: I l' Y = 1.64 STREET FLOW TRAVEL- TIME(MIN.) _ .1.67 TC(MIN.) = 15.48 100 YEAR RAINFALL INTENSITY(IMCH/HOUR) = 3.426 SOIL CLASSIFICATION IS "A" RES I DEENT I AL- > 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, F= w (I NCF i/HN) SUBAREA AREA (ACRES) 3.21 SUB(,F:FO RUNOFF(CFS) - . , 50 - -S) - 18.21 __ HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 1.77 FLOW VELOCITY(FEET/SEC.) = =.96 DEPTH*VELOCITY = 1.8 FLOW PROCESS FROM NODE 403.00 TO NODE 106-00 IS CODE = 6 ---------------------------------------------------------------------------- >>>.'-.QCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<0, UPSTREAM ELEVATION(FEET) _ 3B8.93 DOWNSTREAM ELEVATION(FEET) _ 06.7C> STREET LENGTH(FEET) = 380.00 CURB HEIGTH(INCHES) = 8. STREET HALFW I DTH ( FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .027 OUTSIDE STREET" CROSSFALL(DECIMAL) = .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = i **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) _ 20.99 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .68 FLOOD WIDTH(FEET) = 20.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = =.15 SPLIT DEPTH(FEET) = .43 SPLIT FLOOD WIDTH(FEET) = 10.72 SPLIT VELOCITY (FE.ET/SEC .) _ 2.08 STREET FLOW MODEL RESULTS: NOTE: STREET F=LOW 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) = .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.15 PRODUCT OF DEPTH&VELOCITY = 2.14 STREET FLOW TRAVEL TIME(MIN.) = 2.01 TC(MIN.) = 17.49 100 YEAR RAINFALL INTENSITY (I NCH/ HOUR) _ 3.184 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 2.29 SUBAREA RUNOFF(CFS) = 5.56 EFFECTIVE AREA(ACRES) = 9 17 AVERAGED Fm(INCH/HR) _ .49 TOTAL. AREA(ACRES) = 9.17 PEAK: FLOW RATE(CFS) = 22.2e ENI) OF SUBAREA STRE=ET FLOW HYDRAULICS: DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH*VELOCITY = 2.14 FLOW PROCESS FROM NODE 403.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- . . . :: DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< TOTAL NUMBER OF STREAMS = : CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.49 RAINFALL INTENSITY(INCH/HR) _. 3.18 AVERAGED Fm(INCH/HR) = .49 E=FFECTIVE STREAM AREA(ACRES) - 9.17 "TOTAL STREAM AREA(ACRES) = 9.17 PEAK: FLOW RATE(CFS) AT CONF=LUENCE _ 22.28 FLOW PROCESS FROM NODE 500.00 i TO NODE 501.00 IS CODE = 2 =:' >RAT I ONAL METHOD INITIAL SUBAREA ANALYSIS; <:: Q:: DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K;* [ ( LENGTH* * 3.00)/(ELEVATION CHANGE) ] * * .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 975.O0 UPSTREAM ELEVATION(FEET) = 410.00 DOWNSTREAM ELEVATION(FEET) _ 388.83% ELEVATION DIFFERENCE(FEET) = 21.17 TC(MIN.) _ .389*E( 975.00** 3.00)/( 21.17)]** .20 = 13.128 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3.783 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA RUNOFF(CFS) = 9.41 TOTAL AREA(ACRES) _ 0.17 PEAK FLOW RATE(CFS) = 9.4i FLOW PROCESS FROM NODE 501.00 TO NODE 106.00 IS CODE = 6 ---------------------------------------------------------------------------- . . . >>COMPUTE STREET FLOW TRAVEL_ TIME THRU SUBAREA< <1 UPSTREAM ELEVATION(FEET) _ 388.8= DOWNSTREAM ELEVATION(FEET) _ 386.70 STREET LENGTH(FEET) _ 490.00 CURB HEIGTH(INCHES) = 8. STREET HALFW I DTH ( FEET) _ 20.00 DISTANCE r= ROM CROWN TO CROSSFALL GRADEBREAK:: ( FEET) = 12.00 INTERIOR STREET CROSSFALL(DEGIMAL) _ .027 OUTSIDE STREET CROSSFALL(DECIMAL) _ .027 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.61 STREET FLOW MODEL RESULTS: STREET- F=LOW DEPTH(FEET) _ .63 HALFSTREET FLOOD WIDTH(FEET) = 18.0? AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH€<VELOC I TY = 1.61. STREET FLOW TRAVEL TIME(MIN.) _ 3.19 TC(MIN.) 16.=2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.320 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWEL.-LINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4850 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 4.39 EF=FECTIVE AREA(ACRES) = 4.89 AVERAGED Fm(INCH/HR) = .49 TOTAL AREA(ACRES) = 4.89 PEAK: FLOW RATE(CFS) = 112,4 END OF SUI={AREA STREET FLOW HYDRAULICS DEPTH(FEET) _ .64 HALFSTREET FLOOD WIDTH(FEET) = 18.59 FLOW VELOCITY(L=EET/SEC.) = 2.5.9 DEPTH*VELOCITY = 1.67 FLOW PROCESS FROM NODE 501.00 TO NODE 106.00 IS CODE = 1 ----------------------------------------------------------------------------- . . . >DES I GNATE INDEPENDENT STREAM FOR CONFLUENCE <:. <:. <; <:: >>>>>AND COMPUTE VARIOUS CONF=LUENC:ED STREAM VALUES<;:< yr, 13 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM T ARE: TIME OF CONCENTRATION(MIN.) = 16.32 RAINFALL INTENSITY(INCH/HR) _ 0.32 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 4.89 PEAK: FLOW RATE(CFS) AT CONFLUENCE = 1:.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK: FLOW RATE TABLE ** O(CFS) Tc(MIN. ) 1 94.25 16.52 2 91.83 17.01 .3 93.26 17.49 4 88.28 19.65 5 94.05 16.32 Fm(INCH/HR) Ae(ACRES) .485 07.27 .485 37.86 .485 38.37 .485 .39.48 .485 36.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK: FLOW FATE(CFS) = 94.25 Tc(MIN.) = 16.525 EFFECTIVE AREA(ACRES) _ 37.27 AVERAGED Fm(INCH/HR) _ .49 TOTAL AREA(ACRES) _ 59.48 FLOW PROCESS FROM ('MODE 106.00 TO NODE 107.00 IS CODE _ _ ---------------------------------------------------------------------------- >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<:: <;: ...>>USING COMPUTER -ESTIMATED PIFESIZE (NON -PRESSURE FLOW)< <:: DEPTH OF FLOW IN 06.0 INCH PIPE IS 26.6 INCHES F'IF'E -FLOW VELOCITY(FEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION(FEET) _ 386.70 DOWNSTREAM NODE ELEVATION(FEET) _ 382,00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = .01.3 ESTIMATED PIPE DIAMETER(INCH) 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = V4.25 TRAVEL TIME(MIN.) a TC(MIN.) C: ,D OF ,__ TOTAL AREA(ACRES; , EF'FE"CTIVF ,EPEE,:; �I9 END OF RATIONAL METHOD ANALYSIS , TOMIN.) F'm( INCH/HR) Ae(ACRES) 1 94.25 16.70 .485 37.27 2 93.83 17.19 .485 37.86 3 93.26 17.67 .485 7 38.37 4 88.28 19.8" .485 09.48 5 94.05 16.49 .485 36.86 END OF RATIONAL METHOD ANALYSIS NATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITEF;ION) (c) Copyright 1933-90 Advanced Engineering Software (_nes) Ver-. 5.8B Release Date: 1/16/91 Serial # 9427 Analysis prepared by: HR ENGINEERING, INC. 4351 LATHAM STREET RIVERSIDE, CALIFORNIA 92501 PHONE (710) 684-9522 FAX (714) 684-2146 DESCRIPTION OF STUDY * TRACT 14775 — PERIMETER STREETS * 100 YEAR STORM 9 DGG 1/7/98 FILE NAME: 4267DG11.DAT TIME/DATE OF STUDY: B: 2 1/ 7/1999 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 GRAD I E NTS ( DEC I MAL) TO USE FOR FRICTION SLOPE - .95 * USE`^' --DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION C RVE _ .600) ) USER SPECIFIED 1—HOUR !NTENSITY(INsCH/HOUR) = 1.5200 FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 2 ----------------------------------------------------------------------------- . . RATIONAL METHOD INITIAL_ SUBAREA ANALYS I S < << 0 DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 5-7 DWELLINGS/ACRE TC = K* [ (L._ENGTH < : - . 00) / (ELEVAT I C J CHANGE) V A .20 INITIAL SUBAREA FLOW -L ENGTH (FE:ET) = 1950.00 Nd ;- UPSTREAM UrSTREAM ELEVATION(FEET) = 427 0.1 DOWNSTREAM ELEVATION(FEET) = 4r �7. 19 ELEVATION DIFFERENCE(FEET) = 19.81 TC(MIN.) = .389M ( 195 ).00** 3.00M 19.81)1** .20 - 20.165 100 YEAR RAINFALL INTENSITY (INC H /HCUR) _ 2.924 SOIL CLASSIFICATION IS "A" RES I DENT I AL-> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm (I NCS?/!- R) _ .4950 SUBAREA RUNOFF(CFS) = 4.13 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 4.13 FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = t ---------------------------------------------------------------------------- . ... >COMPUTE STREET FLOW TRAVEL TIME THRU SU9AREA<< UPSTREAM ELEVATION(FEET) = 407.1? DOWNSTREAM ELEVATION(FEET) _ 7 l . 7 7 STREET LENGTH(FEET) = 795 ., 00 CURB HE I GTH (INCHES) = 3. STREET HALFW I DTH ( FEET) = 35.0o .0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK ( FEE T) = 16.00 INTERIOR STREET CROSSFA?._L ( DEC I SIAL) = . i 0 OUTSIDE STREET CROSSFALL ( DEC I MAL) = . i )mil SPECIFIED NUMBER OF HALFSTBEETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.C5 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ . = 8 HALFSTREET FLOOD WIDTE•;(FEET) = 11,20 AVERAGE FLOW VELOCITY ( FEET/;SEC .) = 3.50 PRODUCT OF DEPTH&VELOCITY = 1.34 :STREET FLOW TRAVEL TINE(MIN.) = _ _ 79 TC(MIN.) = 2=.96 100 YEAR RAINFALL INTENSITY (I NCH/HOUR) = 2.607 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4851 SUBAREA AREA(ACRES) = .95 SUBAREA RUNOFF(CFS) = 1.84 EFFECTIVE AREA(ACRES) = 2.35 AVERAGED Fm (I NCH/ ! ; -;) _ .49 TOTAL AREA(ACRES) = 2.8.3 PEAK FLOW RATE(CFS) = 5.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HA.L FSTREET FLOOD WIDTH(FEET) = 12.17 FLOW VELOCITY (FEEET/ SEG .) = 3.28 DEPTH*VELOCITY = 1.32 *M***�::�*:#:*�::;�;a:#�:�:, �:*x:a:*?!:x.*�:*�:?�:**;{•:*****:,s:�:��::�::k:�:riC***.�:*:{*iji:%.'*:�C*ij:?�.,`Y.,i:+f:kY: ***:�;y*: FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 1. ----------------------------------------------------------------------------- .. . . DE`s I GNATE: INDEPENDENT STREAM FOR CONFLUENCE< =:. . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CCNCENTRATIONEMIN.) = 23.% RAINFALL INTEi`•.ISITY(INCH/HR) = 2.6 -11 - AVERAGED Fm (INCH / HR) = .49 EFFECTIVE STREAM AREA (. CRES) - 2.83 TnTAL STREAM AREA ( ACRES) = 2.8' PEAK FLOW RATE(CFS) AT CONFLUENCE - 5.48 old 3 FLOW PROCESS FROM ! NODE 700.00 TO NODE 701.00 I S CODE - ---------------------------------------------------------------------------- . .. ::>RAT I ONAL METHOD INITIAL SUBAREA ANALYS I S< DEVELOPMENT T I S SINGLE FAMILY RESIDENTIAL 5-7 DWELL. I NGS i ACRE TC = K * C ( LENGTH: * _ . � i0) / (ELEVATION CHANGE M; ) INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00 UPSTREAM! ELEVATION (FEET) = 410.84 DOWNSTREAM ELEVATION(FEET) = 400.23 ELEVATION DIFFERENCE(FEET) = 10 . 5r_, TC(MIN.) _ . =89*0 =90,00** 3.00M 10.56)1** .20 - 8.707 100 YEAR RAINFALL INTENSITY (I NC:F 1 i HOUR) - 4.8410 SOIL CLASSIFICATION IS "A" RES I DENT I AL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm (I NCH/H R) _ .485'.'-) SUBAREA RUNOFF(GFS) = 4.55 TOTAL. AREA(ACRES) = 1.16 PEAK:: FLOW RATE(CFS) = 4,55 FLOW PROCESS FROM NODE 701.00 TO NODE 602.00 IS CODE = 6 ------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <: ,. UPSTREAM ELEVATION(FEET) _ 400.28 DOWNSTREAM ELEVATION (FEET) _ 391.77 STREET LENGTH (F=EET) = 520.00 CURE? HE I GTH (INCHES) = B. STREET HALFW I LATH ( FEET) = 20.00 . 00 DISTANCE FROM CROWN TO C;ROSSFALL GR ADEBREi AK; ( FEET) _ +.2.0 INTERIOR STREET CRO iSFAL.L ( DEC I MAL) = . s: . OZ% OUTSIDE STREET CROSSFALL(DECIMAL) = .wa .o7 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .46 HAL_FSTREET FLOOD WIDTH(FEET) = 9.12 AVERAGE FLOW VELOCITY ( FEET/ SEC .) = 4.01 PRODUCT OF + �ERTH&VEL.00 I TY = 1 . E5 STREET FLOW TRAVEL TIME(MIN.) = 2.16 TC(MIN.) -- 10.37 i i i� ; YEAR RAINFALL I NTE/ S I TY (I NCH; HOUR) = 4.237 SOIL CLASSIFICATION IS "A" RESIDENTIAL 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH:HR) _ .4850 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) _ =.?5 EFFECTIVE AREA(ACRES) = 2.35 AVERAGED Fm (I NCH/ HR) _ .4? TOTAL AREA(ACRES) = 2.33 PEAK FLOW RATE(CFS) = 7.87 END OF SUBAREA STREET FLOW HYDRAULICS: DE =''TH (FEET) = .49 HALFSTREET FLC0D WIDTH(FEET) = 10.6::' FLOW VEL_OC I TY ( FEET/SEG .) = 4.10 DEP T H*VEL OC.I TY - 2.01 $4 ?�::��. ;[ :�.:�' :r::=.:� *::%C ?? A::%� :� k; i:. ;f: ?� 5�::#: ?IS ."'l. � 3;i !ii }{ :;C 3�j: ),6: i1 •.a,'c. * �; �: .�;::� :#: ji :?:.`i�C ?�;' k �C }: 'P,'�. �'::� :x: s','.:�y: 7K :�i'. `;{ :1jC ,$,' 4: `.�,'[ jl: Y: 7+: i•::}: s;::= :?{ ? .r� :r�, 3a: V_.'. ??, .V,t r'.:�: k: FLOW PROCESS FROM NODE 701.00 TO NODE 602.00 1S CODE _ 1 ---------------------------------------------------------------------------- .. ..>P.,ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<; . . >> >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES < < <: <:: Au 4 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE 'VALUES USED FOR INDEPENDENT STREAM ARE TINE OF CONCENTRATION (MIN .) = 10.87 RAINFALL INTENSITY (I NCH/HR) _ 0.24 AVERAGED Fm(INCH/HR) _ .49 EFFECTIVE STREAM AREA(ACRES) - ^ . _. _ TOTAL STREAM AREA(ACRES) = S.__ PL -AK FLOW RATE(CFS) AT CONFLUENCE = 7.87 RAINFALL INTENSITY t^- NO TIME OF CONCENTRATION RATIO CCNFLUENCE FORMULA USED FOR 2 STREAMS. f* PEAK FLOW RATE TABLE * * g(CFS) Tc ( iii I N .) {= m (I NCH/HR) AL ( ACRES ) 1 9.99 23.96 .495 5.16 E 12.0 10.87 .485 3.61 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE ( CFS) = 12.20 TWIN.) = 10.365 EFFECTIVE AREA(ACRES) _ 3.61 AVERAGED Fm(INCH/HR) - .49 TOTAL AREA(ACRES) = 5.16 FLOW PROCESS FROM NODE 602.00 TO NODE 107.00 IS CODE = 6 ---------------------------------------------------------------------------- . . . > •COMPUTE STREET FLOW TRAVEL TIME THRU S! �%- AREA <:: <; <:::: UPSTREAM ELEVATION(FEET) _ 091.77 DOWNSTREAM ELEVATION ( FEET) - 082.45 STREET !_E NG ; H (F..ET) = 480,00 rt,;,B EiE I GTH (I h!CHE S) = 8. STREET HALFW I DTH ( FEET) _ 33.00 DISTANCE FROM . CROWN TO CROSEFALL Si= ADEBREA K ( FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .02(_; OUTSIDE STREET CROSSFALL ( DEC I MAL) _ . i 20 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 13.22 STREET FLOW MODEL_ RESULTS: STREET" FLOW DEPTH(FEET) _ .50 HA LFS T BEET FLOOD WIDTH(FEET) = 17.02 AVERAGE FLOW VELOC I ( FEET/SE=C .) _ 4.2? PRODUCT OF DEPTH&VELOCITY = 2.14 STREET FLOW TRAVEL TIME(MIN.) = 1.87 TC(MIN.) = 12.73 100 i0 YEAR RAINFALL INTENSITY (I NCH /HGUR) _ 3.853 SOIL._ CLASSIFICATION IS "A'' RES I DENT I AL-;> 5-7 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm (I NCH / HR) _ .4S5(..) 5(..) SUBAREA AREA ACRES) = .67 SUBAREA RUNOFF(CFS) = 2 _ EFFECTIVE AREA(ACRES) _ 4.28 AVERAGED Fm (I NCH/ EF:) = .01 TOTAL AREA(ACRES) = 5.83 PEAK FLOW RATE(CFS) = 12.03 END OF SUBAREA STREET FLOW HYDRr=;ULICS: DEPTH(FEET) -- .50 E- ALFSTRE _ET" FLOOD W I DTH ( FEET) = 17.0: FLOW VEL.00 I TY ( FEET/ SEC .) = 4.21 I:%EPTH*'.-FLOC I TY - r END OF STUDY SUMMARY: TOTAL AREA ( ACRES) 5.31 TC (MIN >) = 12.7:1.* EFFECTIVE AR'EA ( ACRES) == 4.2E AVERAGED iGED Fm ( : NCH/HR) _ .4? PEAK FLOW RATE(CFS) = 12.98 9d,5 ** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCHfHR) AV ACRES) 1 10.68 25.81 .485 5.83 12.98 12.73 .485 4.28 END OF RATIONAL METHOD ANALYSIS I I HYDROLOGY MAP TI I A C 1 14775 -�JN Re's C/I- WALtiUT ST LmE_ I , I Y Iti �I 4 � ' G _ o e n A... a Poe - 4011 o> I _ la 14 0.93 El 777 o.a�J O �ti sr ,w E r a a q isue.ri3u `� `ave