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HomeMy WebLinkAboutTract 13597 Drainage StudyDRAINAGE STUDY E00�? TRACT 13597 WEST OF MANGO AVENUE SOUTH OF TRACT 13486 CITY OF FONTANA SAN BERNARDINO COUNTY m 1 METHOLOGY i1 The following criteria has been used to analyse the probable storm flows impacting the project site. 1. Data Source: San Bernardino County Hydrology Manual. 2. Rational Method of calculation used. 3. Unit hydrograph method of calculation used. 4. Routing hydrograph method of calculation used. 5. 100,25,10 and 2 year storm frequencies calculated. a. 10 year storm carried in streets to top of curb. b. 100 year storm carried in right of way. ANALYSIS OF DRAINAGE UNDER PRESENT CONDITION -------------------------------------- - - - - -- 1. Nearly all offsite storm flow impacting the project site will be from the vacant land north of project site and between existing Tract 13486 and Mango Avenue. 2. The runoff of that storm water will be flowing onto project site and then into Acacia Avenue and Emerald Avenue, existing Tract 13584. ANALYSIS OF DRAINAGE WITH DEVELOPED TRACT 13597 ----------------------------------------------- 1. With the development of Tract 13597,a major part of the storm impacting the -site will be intercepted by the catch basins on Emerald Avenue and diverted into the detention basin. 2. Part of the drainage from Tract 13804 located west of the project site carried into Cerritos street will be accepted into our site and the storm water from that section will be deviated to the catch basins on Emerald Avenue where the storm water will be intercepted by the detention basin. 3. Water from vacant property North of Tract 13597 will be diverted into our site and then into catch basins.( see Exhibit G). 4. Storm water from lots 19 and 20 will be flowing on Emerald Avenue and lots 23,24 and 25 will be flowing on Acacia Avenue. 5. A detention basin is designed to accept peak developed runoff with a discharge not to exceed 90 percent of the existing peak discharge. (see table 1) . n u h 6. The discharge pipe from our detention basin will be connected via a manhole with the 18" discharge pipe from the Tract 13486 detention basin which is located in Mango Avenue. The combined discharge will be conveyed to the existing detention basin on Tract 13195. (see exhibit B) i fl 0 Job No Date Sierra Engineerin 13S� 7 CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS 7,i�_' 336 SOUTH WATERMAN, SUITE E — SAN BERNARDINO, CA 92408 By Sheet—of (714) 888-0772 A f , � ! I � li't!Iica /e�� � IA 1 ,I`i .4e " 'xi/7 -- - G i 1 rm � Rio � I It�� - - - -- ! it �'� � � ; •Q,' :� � � "il t -i 'i L i i;,l I T ; f ,, I �� �j - -- - � _ � I�� ; � !�; �i i. '�,; 1 4 i,:;r'�! ►� ,�I�iji���iflii�i I!�I! n. K i1W frlf I HYDROLOGY STUDY FOR TRACT 13597 UNDER DEVELOPED CONDITIONS RATIONAL METHOD FOR 100 AND 10 YEAR. LOTS 12 AND 13 FLOWING ON MANGO AVE. LOTS 23,24 AND 25 FLOWING ON ACACIA AVE. LOTS 19 AND 20 FLOWING ON EMERALD AVE. m Y� V � O' 1' 0.*W)t CLIN/ V,01L O&CO v5d ROY Yl pya Ls z ��yng P z� I a i i Otto pdd I ovd i Odd i Odd III 1 : , t r III OL'OS) ' 0605) aI�F'l;-t - i___?__ x_ I I I I) (60'05) (Z£06) I ( ;� � •1I ! I � r j . I I I I ' ----- I ---- ' - i - � t+ '�t ' ti ��.vi \1 _, 9 � v - r s .v.ozEf.[En ~��� ��. 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LG_ J9cll 1 r r• +_ O Du t 1i'd6 i<� o;oi Nara +, cf J , \ [j Cr Nd1N3.[30 )` (I I r-' r• ' / i sv� /x3 r /f I (� / r I �r � if lr 7V Z 17' 5, 9 CY O m m on gas tm M EM mv FM KM m m sm File DSK1:DBAIN.OUI[74,1] printed on 08-Jun-89 16:23:38 SAN BEBNABDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign/CivilCadd, 1988 Rational Hydrology Study Date: 6- 8-89 Page l ---------------------------------------------------------------------------- HYDROLOGY STUDY FOR LOTS 12 AND 13, LOTS 21,24 AND 25, LOTS 19 AND 20 TRACT 13597 , DEVELOPED CONDITIONS CITY OF FONIANA, COUNTY OF SAN BSBNABDINO ---------------------------------------------------------------------------- 04 ASp8CIFISD HYDROLOGY INFORMATION-A ^w _____________________------------------------_ -----------------------_-- ---- 100.0 year storm l hour rainfall (Inches) = 1.500 ' Computed rainfall intensity: I year = 100.00 l hour rainfall (Inches) = 1.5000 0� Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.00 to point/Station 12.00 AAA INITIAL AREA EVALUATION AAA Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .00U Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Gioup D = .000 BESIDENTIAW - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 3 = 52.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .471(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 265.00(Ft.) Upstream elevation = 63.20(Ft.) 0� Downstream elevation = 57.42(Ft.) Elevation difference = 5.78(Ft.) Iq Slope = .02181 S(%) = 2.18 0� Ic = K( .412W(Length~3)/(Elevation Change)3~0.2 Initial area time of concentration = 8.350 min. 100.00 Year computed rainfall intensity = 4.933 In/Hr Effective Runoff Coefficient used for total area °~ (Q=CIA) is C = .814 Subarea runoff = 1.691(CFS) Total initial stream area = .43(Ac.) N� Pervious area fraction = .600 Initial area EM value = .471(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.00 to Point/Station 16.00 AAA INITIAL AREA EVALUATION AAA ------------------------------_-----------__------------_---------------_-- Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = ^ .00O Decimal Fraction Soil Group D = .000 BESIDSNTIAW - 4 DU/AC) w� � Vile DSKl:DBAIN.OUI[74,1] printed on 08-Jun-89 16:23:54 [I SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted GCS Curve Number for AMC 3 = 52.0 Pervious ratio(A9) = .600 Max loss rate(FM)= .471(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 280.00(Ft.) Upstream elevation = 58.10(Ft.) Downstream elevation = 53.21(Ft.) ' Elevation difference = 4.89(Ft.) Slope = .01746 S(%) = 1.75 Tc = K( .412)A[(Length Change)] Initial area time of concentration = 8.817 min. 100.00 Year computed rainfall intensity = 4.740 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .811 Subarea runoff = 2.275(CFS) Total initial stream area = .59(Ac.) Pervious area fraction = .600 Initial area EM value = .471(In/Hr) Page 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.00 to Point/Station 14.00 AAA INITIAL AREA EVALUATION AAA Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = .00,O Decimal Fraction Soil Group D = .000 BSSIDSNIIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 3 = 52.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .471(In/Hr) H� Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 190.00(Ft.) Upstream elevation = 55.50(Et.) Downstream elevation = 52.91 (Ft. ) Elevation difference = 2.59(Ft. ) Slope = .01363 S(%) = 1.36 Tc = K( .412)A[(Length~3)/(Slevation Change)]~0.2 Initial area time of concentration = 7.934 min. 100.00 Year computed rainfall intensity = 5.050 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .816 Subarea runoff = .750(CFS) Total initial stream area = .18(Ac.) Pervious area fraction = .600 0� Initial area FM value = .471(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 13.00 to Point/Station 14.00 -- AAA CONFLUENCE OF MINOR STREAMS AAA m� --------------------------------------------------------------------------- m� ____________------------------------------------- ---- ------ ---- --- --- --- ---- 100.00 Year computed rainfall intensity = 5.050 In/Hr ALONG THE MAIN STREAM NUMBER: l The flow values used for the stream: l are: Time of concentration(min.) = 7.93 File DSKI :DRAIN.OUTE 4,13 printed on 08- :Jun -89 16:24:14 Page 3 Rainfall intensity (in. /hr /) _ 5.05 Total flow area (Acres) = .18 Total runoff (CFS) at confluence point - .75 Area averaged loss rate (FM) = .471 Area averaged pervious ratio (AP) _ .600 .......................................... +................................ Process from Point /Station 18.00 to Point /Station 14.00 AAA INITIAL AREA EVALUATION AAA - __- _._. -.. -- -..-__..-..-..-._-----_---..- _- --------------- •------ - - - - -- --- -• - -•- Decimal Fraction Soil Group A = 1.000 Decimal Fraction Moil Group k = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU /AC) SCS Curve Number for Soil(AMC 2) - 32.0 � hi Adjusted SCS Curve Number for AMC 3 = 52.0 i Pervious ratio(AP) = .600 Max loss rate(FM)= .471(ln /Hr) Subarea is RESIDENTIAL (3 - 4 DU /AC) Initial subarea flow length = 150.00(Ft.) Upstream elevation = 55.50(Ft.) Downstream elevation = 52.91(Ft.) Elevation difference = 2.59(Ft.) 1_> Slope = .01727 S(%) = 1.73 � Tc = f(( .412)AC(Length - 3) /(Elevation, Ch3nge)3 - 0.2 Initial area time of concentration = 6.885 min. 100.00 Year computed rainfall intensity = 5.499 In /Hr Effective Runoff Coefficient used for total area ((1 =CIA) is C = .82:3 Subarea runoff = .665(CFS) Total initial stream area = .15(Ac.) Pervious area fraction = .600 Initial area FM value = .471(ln /Hr) ++++++++++.++++++++++++++++++++¢++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +..... Process from Point /Station 18.00 to Point /Station 14.00 !! AAA CONFLUENCE OF MINOR STREAMS AAA AAA Compute - Various - Co nfluenced - Flow - Values -- ------------------------------------------ 100.00 Year computed rainfall intensity = 5.499 In /Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 6.80 Rainfall intensity (in. /hr /) = 5.50 Total flow area (Acres) = .15 Total runoff (CPS) at confluence point - .67 Area averaged loss rate (FM) = .471 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch /hour) File DSKl;DBAIN.OUI[74,l] printed on O8-Jun-89 16:24:32 Page 4 ~- l .75 7.93 5.050 2 .67 6.88 5.499 N� QSMX( l ) = +1.000A1.000* .8) + .911A1.000* .7) l . 356 QSMX(2) = . +1.098* .868A .8) +1.000A1.000A .7) 1.380 Rainfall intensity and time of concentration used for 2 streams. . Individual stream flow values are: ' .75 .67 �0 Possible confluenced flow values are: 1.36 l.38 Individual Stream Area values are: ~l8 .l5 Effective Total Area values are: .33 .3O Computed confluence estimates are: 0� Bunoff(CFS) = 1.38 Iime(min.) = 6.885 Effective area as adjusted for time (Acres) = .30 Total main stream study area (Acres) = .33 Total study area average pervious area fraction(AP) = .600 Total study area average soil loss rate(FM) . End of computations, total study area = 1.34(Ac.) The following figures may be used for a unit hydrograph study of the same area. ~~ Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .60O AREA AVERAGED SCS CURVE NUMBER = 32.0 ADJUSTED SCS CURVE NUMBER FOR AMC 3 = 52.0 IF 1 - ` � � . Pile DSKI :DRAIN.OUTC74,1] printed on 08- Jun -89 16:25 :53 Page I SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign /Ci.vilCadd, 1988 Rational Hydrology Study Date: G- 8 -89 HYDROLOGY - STUDY FOR LOTS 12 AND 13, LOTS 23,24 AND 25, LOTS 19 AND 20 TRACT 13597 , DEVELOPED CONDITIONS CITY OF FONTANA, COUNTY OF SAN BERNARDINO ---------------------------------------------------------------------------- ,� ASPECIFIED HYDROLOGY INFORMATION* ---------------------------------------------------------------------------- 10.0 year storm 1 hour rainfall (Inches) = 1.000 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall (Inches) = 1.0000 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 2 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +.a Process from Point /Station 11.00 to Point /Station 12.00 m: AAA INITIAL AREA EVALUATION AAA Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .00,0 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU /AC) SCS Curve Number for Soil(AMC. 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In /Hr) Subarea is RESIDENTIAL (3 - 4 DU /AC) Initial subarea flow length = 2G5.00(Ft.) Upstream elevation = 63.20(Ft.) Downstream elevation = 57.42(Ft.) Elevation difference = 5.78(Ft.) Slope = .02181 S(%) = 2.18 Tc = K( .412)AC(Length - 3) /(Elevation Change)] - 0.2 Initial area time of concentration = 8.250 min. 10.00 Year computed rainfall intensity = 3.289 In /Hr Effective Runoff Coefficient used for total area ([1 =CIA) is C = .739 Subarea runoff = 1.024(CFS) Total initial stream area = .42(Ac. ) Pervious area fraction = .600 Initial area FM value = .587(ln /Hr) ++ +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +..... + + + + + + + + +•t Process from Point. /Station 15.00 to Point /Station 16.00 AA INITIAL AREA EVALUATION AAA --- .-------------- __---- __ - - - -_ ------ _.---------- __----------- __ - -.. Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil. Group D = .000 RESIDENT IAL (3 - 4 DU /AC: ) SCS Curve Number for Soil(AMC 2) - 32.0 i� NN File DSKl:DBAIN.OUI[74,1] printed on 08-Jun-89 16X26:09 � Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In/Hx) �� Subarea is RESIDENTIAL (3 - 4 DU/AC) � NN Initial subarea flow length = 280.00(Ft.) Upstream elevation = 58.10(Ft.) Downstream elevation = 53.21(Ft.) N0 Elevation difference = 4.89(Ft.) � Slope = .01746 S(%) = 1.75 ' Tc = K( .412)A[(Length~3)/(Slevation Change)] N� Initial area time of concentration = 8.817 min. 10.00 Year computed rainfall intensity = 3.160 In/Hr Effective Runoff Coefficient used for total area {Q=CIA) is C = .733 � 37l(C�S) Subarea runoff = l U� a . Total initial stream area = .59(Ac.) Pervious area fraction = .600 0N Initial area FM value = .587(In/Hr) � Page 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ U� Process from Point/Station 13.00 to Point/Station 14.00 U� AAA INITIAL AREA EVALUATION AAA ___________________________________________________________________________ 0� Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = .000 N� Decimal Fraction Soil Group D = .000 ~� RESIDSNTIAW - 4 DU/AC) . SCS Curve Number for Soil(AMC 2) = 32.0 N� Pervious ratio(AP) = .600 Max loss rate(EM)= .587(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 190.00(Ft.) Upstream elevation = 55.50(Ft.) N� Downstream elevation = 52.91(Ft.) ~� Elevation difference = 2.59(Ft.) Slope = .01363 S(%) = 1.36 N� Tc = K( .412)A[(Length~3)/(Slevation Change)]~0.3 Initial area time of concentration = 7.934 min. 10.00 Year computed rainfall intensity = 3.367 In/Hr N� Effective Runoff Coefficient used for total area N� (Q=CIA) is C = .743 Subarea runoff = .455(CES) Total initial stream area = .18(Ac.) Pervious area fraction = .600 Initial area FM value = .587(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ U� Process from point/Station 13.00 to point/Station 14.00 AAA CONFLUENCE OF MINOR STREAMS AAA N0 --------------------------------------------------------------------------- ----------- � 10.00 Year computed rainfall intensity = 3.367 In/Hr U� ALONG THE MAIN STREAM NUMBER: l � . The flow values used for the stream: l are: Time of concentration(min.) = 7.93 Rainfall intensity (in./hr/) = 1.37 Total flow area (Acres) = .18 Total runoff (CES) at confluence point = .46 it Pile DSK1:DBA%N.OUTC7401 printed on 08-Jun-89 16:26:29 Page 3 Area averaged loss rate (FM) = .587 Area averaged pervious ratio (AP) = .600 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.00 to point/Station 14.00 AAA INITIAL AREA EVALUATION ' AAA . -------------- - --- -- ----_-- Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 BSSIDENIIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow len3th = 150.00(Ft.) ; Upstream elevation = 55.50(Et.) Downstream elevation = 52.91(Ft.) Elevation difference = 2.59(Ft.) Slope = .01727 S(%) = 1.73 Tc = K( .412)A[(Len9th~3)/(Elevation Chan9e)]~0.2 Initial area time of concentration = 6.885 min. 10.00 Year computed rainfall intensity = 3.666 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .756 Subarea runoff = .407(CFS) } Total initial stream area = .15(Ac.) Pervious area fraction = .600 Initial area FM value = .587(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.00 to Point/Station 14.00 AAA CONFLUENCE OF MINOR STREAMS AAA ---------------------------- -------- ------------------------- AAA Compute Various Confluenced Flow Values AAA - - 10.00 Year computed rainfall intensity = 3.666 In/H~ ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 6.88 • Rainfall intensity (in./hr/) = 3.67 Total flow area (Acres) = .15 Total runoff (CFS) at confluence point = .41 Area averaged loss rate (FM) = .587 Area averaged pervious ratio (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) -- -------- - 1 .46 7.93 3.36 2 .41 6.88 3.666 OSMX(1) = +1.000A1.000A .5) t ile DSKl:DBAIN.OUI[74,l] printed on 08-Jun-89 16:26:46 Page 4 + .903Al.000A .4) = .823 QSMX(2) = +1.108A .868A .5) +l.00OAl.0OOA .4) .845 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: .46 .4] OR Possible confluenced flow values are: �d .82 .85 -- Individual Stream Area values are: ` .l8 .l5 Effective Total Area values are: m� .33 .3O Computed confluence estimates are: Bunoff(CFS) = .85 Time(min.) = 6.885 Effective area as adjusted for time (Acres) = .30 Total main stream study area (Acres) = .33 Total study area average pervious area fraction(AP) = .600 Total study area average soil loss rate(FM) = .587 End of computations, total study area = 1.34(Ac.) -- . The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area � effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .60O AREA AVERAGED SCS CURVE NUMBER = 32.0 ' N� ADJUSTED SCS CURVE NUMBER FOR AMC 3 = 32.0 ` � g �A �I �i a i SUMMARY UNDER DEVELOPED CONDITIONS, THE Q WILL BE AS FOLLOW: 1. FOR LOT 12 AND 13, Q FLOWING ON MANGO AVE: Q100 = 1.69 CFS Q10 = 0.74 CFS 2. FOR LOTS 23,24 AND 25, Q FLOWING ON ACACIA AVE: Q100 = 2.27 CFS Q10 = 1.37 CFS 3. FOR LOTS 19 AND 20, Q FLOWING ON EMERALD AVE: Q100 = 1.38 CFS Q10 = 0.85 CFS 1� m HYDROLOGY STUDY FOR TRACT 13597 UNDER DEVELOPED CONDITIONS RATIONAL METHOD FOR 100, 25, 10 AND 2 YEAR. rm Li 1� so MAI MaA lims am W's W*—,,107 LOW VACANT See 1� rn ON iFj; 12,& -- A63:1 ��_: v I . ( � .. _ T • �I ' �••I \ .. _. •5B.'7 „� sJO3 _�� rn•�is wssi it wv - ,r i_�__, � •r / . ef e 0 tioDE A4 o.Ac �47 O ` I PAD (sari) (SW2) i ovmr) i wly) AD PAD FAG : PAP AW I P . 1 9 o.33- O A6 .f O �G A9 �° � _ FtG�Rt J .. O . � � . •. STa a 0-4746 Wj 7&f q AT 17 ..11.7vTc-`%llC*lf e4&w �WSA;o 9 6cTipt> 0 6j -,f i 6 N - 2 9. 6 iWA A (4520) (65.00) ((.4ZO) (04,60) 40) .7 ' PA A40 PM I SAO 34 A 40 40 0 fet , C , FOR FF so Or 51 51. st CCRRI 70' Ak 64C.:.: K N Sr in jjj'� Vs 5 7.7 n. A40 - - w %%' W*—,,107 LOW VACANT See 1� rn ON iFj; 12,& -- A63:1 ��_: v I . ( � .. _ T • �I ' �••I \ .. _. •5B.'7 „� sJO3 _�� rn•�is wssi it wv - ,r i_�__, � •r / . ef e 0 tioDE A4 o.Ac �47 O ` I PAD (sari) (SW2) i ovmr) i wly) AD PAD FAG : PAP AW I P . 1 9 o.33- O A6 .f O �G A9 �° � _ FtG�Rt J .. O . � � . •. STa a 0-4746 Wj 7&f q AT 17 ..11.7vTc-`%llC*lf e4&w �WSA;o It ile DSKI :NHYDRO.OUTE74,11 printed an 08- Jun -89 16:39:34 SAN BERNARDINO COUNTY RATIONAL PROGRAM IR Copyright (c) CivilDesign /CivilCadd , 1988 Rational Hydrology Study Gate: 6- 8 -89 Page 1. ------------ --- ----- ----------------- - - - - -- -------------------------------- HYDROLOGY STUDY FOR TRACT 1359 IN THE CITY OF FONTANA , WITH DEVELOPED CONDITIONS COUNTY OF SAN BERNARDINO ---------------------------------------------------------------------------- vi ASPEC IF IED HYDROLOGY INFORMAT IONA- ---------------------__---_----------.-_.--_-----------------_-----------___-_-- 100.0 year,storm I hour rainfall (Inches) = 1.500 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall (Inches) = 1.5000 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 3 ++++++++++++++++++.....+++++++++++++++++*+++ + + + + + + + + * + + + + + +..... + + + + + + + + + ++ .Process from Point /Station 1.00 to Point /Station 3.00 AAA INITIAL AREA EVALUATION AAA Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .00U Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (POOR COVER) subarea SCS Curve Number for Soil(AMC 2) = 67.0 Adjusted SCS Curve Number for AMC 3 = 84.6 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .290(ln /Hr) Subarea is UNDEVELOPED - POOR COVED Initial subarea flow length = 350.00(Ft.) Upstream elevation = 70.10(Ft.) Downstream elevation = 62.20(Ft.) Elevation difference = 7.90(Ft.) Slope = .02357 S("/.) = 2.26 Tc = K( .525)AE(Length - 3) /(Elevation Change)3 - 0.2 Initial area time of concentration = 11.670 rain. 100.00 Year computed rainfall intensity = 4.006 In /Hr Effective Runoff Coefficient used for total area (CI =CIA) is C = .835 Subarea runoff = 7.509(CFS) Total initial stream area = .24(Ac.) Pervious area fraction = 1.000 Initial area FM value = .290(In /Hr) . +++++++...++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.00 to Point /Station 3.00 AAA SUBAREA FLOW ADDITION AAA _-_-_--_--._--_..--.__-__--_-_.-.--._--_----_.---____--___- _-- ..---------- ---- ---- ._ - -_._ 100.00 Year computed rainfall intensity = 4.006 In /Hr ' Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = -000 Decimal Fraction Soil Group C = .000 OR Decimal Fraction Soil Group D = .000 1 =ile DSKI:NHYDRO.OUTE74,11 printed on 08-Jun -89 16:29:50 Page RES IDENT IAI.. ( 3 - 4 DU /AC ) SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 3 = 52.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .471(ln /Hr) Effective Runoff Coefficient used for area ([1 =CIA) is C = .825 Subarea runoff = 1.044(CFS) for .33(Ac.) Total runoff = 8.552(CFS) Total .area'.= 2.57(Ac.) Area averaged FM value = .313(ln /Hr) i� ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.00 to Point /Station 4.00 it AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Upstream Elevation = 58.17(Ft.) Downstream Elevation = 55.99(Ft.) Street Length = 160.00(Ft.) a Curb Height = 6.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break. = 10.00(Ft.) ' Slope from Gutter to Grade Break. (V /HZ) = .040 �F Rd Slope from Grade Break. to Crown (V /HZ) = .020 Number of Halfstreets Carrying Runoff = 2 �• Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V /HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from fl.owline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street = 9.340(CFS) Depth of flow = .430(Ft.) Average Velocity = 2.940(Ft /S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 8.74(Ft.) Flow Velocity = 2.94(Ft /S) DepthAVelocity = 1.26 Travel time = .91 min. TC = 12.58 min. Adding Area Flow To Street 100 00 Year computed rainfall intensity = 3.830 In /Hr .471(ln /Hr) is C = .812 3.05(Ac.) N Decimal Fraction Soil Group A = 1.00() Decimal Fraction Decimal Fraction Soil Group B Soil Group C = .000 = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU /AC) SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Pervious ratio(AP) Number for = .600 Max AMC 3 = 52.0 loss rate(FM)= Effective Runoff Subarea runoff = Coefficient 1.026(CFS) used for area (CI =CIA) for .47(Ac.) Total runoff = 9.578(CFS) Total area = Area averaged FM value = .338(In /Hr) Depth of flow = .433(Ft.) Average Velocity = 2.963(Ft/S) .471(ln /Hr) is C = .812 3.05(Ac.) N IV ile 1' iSK1:NHYDRO.OUTC74,13 printed on 08- Jun -89 16'.30:07 Page 3 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 8.82(Ft.) Flow Velocity = 2.94(Ft /S) DepthAVelocity = 1.27 +++++++++++++++++++• t....++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +...... + + ++ Process from Point /Station 3.00 to Point /Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA --------_.._--.----_..------------------------_----------- ._- ._------ _----- _.-- ___ - - - -._ ---------------------------------------------------------------------- - - - - -- TN 100.00 Year computed rainfall intensity = 3.830 1n/H- Ji ALONG THE MAIN STREAM NUMBER: 1 ew The flow values used for the stream: 1 are: Time of concentration(min.) = 12.58 + Rainfall intensity (in. /hr /) = 3.83 Total flow area (Acres) = 3.05 Total runoff (CFS) at confluence point - 9.58 Area averaged loss rate (FM) = .338 Area averaged pervious ratio (AP) = '.895 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + f•+ Process from Point /Station 17.00 to Point /Station 18.00 AAA INITIAL AREA EVALUATION AAA Decimal Fraction Soil Croup A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL0 - 4 DU /AC) SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 3 = 52.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .471(In /Hr) Subarea is RESIDENTIAL ( 3 - 4 DU /AL' ) Initial subarea flow length = 164.00(Ft.) Upstream elevation = 61.60(Ft.) Downstream elevation = 60.16(Ft.) Elevation difference = 1.44(Ft.) Slope = .00878 SQ) = .88 Tc = F(( .412)AC(Length - 3) /(Elevation Change)] Initial area time of concentration = 8.168 min. 100.00 Year computed rainfall intensity = 4.963 In /Hr Effective Runoff Coefficient used for total area (Q =CIA) is C = .815 Subarea runoff .578(CFS) Total initial stream area = .14(Ac.) Pervious area fraction = .600 Initial area FM value = .471(ln /Hr) + f+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + +.. Process from Point /Station 18.00 to Point /Station 4.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Upstream = GO.1 M .) Downstream Elevation = 55.99(Ft.) \a ile DSKl:NHYDBO.OUI[74, printed on 08-Jun-09 16:30:28 Street Length = 194.00(Ft.) Curb Height = 6.(ln.. Street Halfwidth = 35.00(Ft.) Distance From Crown to Crossfall Grade Break = 10.00(Ft.) Slope from Gutter to Grade Break (VyHZ) = ~040 Slope from Grade Break to Crown (V/H%) = .020 Number of Halfstreets Carrying Runoff = l ' Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/HZ) = .020 N� Gutter width = 1.500(Et.) Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street = 1.259(CFS) Depth of flow = .276(Ft.) Average Velocity = 2.329(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel PR Halfstreet Flow Width = 4.90(Ft.) 6 Flow Velocity = 2.33(Ft/S) DegthAVelmcity = .64 Travel time = 1.39 min. TC = 9.56 min. N� h1l Adding Area Flow To Street ,^w an vmn, ,"m m.+�� rainfall intensity = 4.516 In/Hr -- '--�---- - - ^ Decimal Fraction Soil Group A = l.00Q Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Grdup C = .000 Decimal Fraction Soil Group D = .00O BSSIDEMTIAL(3 - A DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 ' SCS Curve Number for AMC 3 = 52.0 Ad Pervious ratio(AP) = . � 600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 1.170(CFS) for .34(Ac.) Total runoff = 1.748(CUS) Total area = Area averaged FM value = .471(In/Hr) Depth of flow = .303(Et.) Average Velocity = 2.570(Et/S) .471(In/Hr) is C = .806 .48(Ac.) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 5.57(Ft.) Flow Velocity = 2.33(Ft/S) DepthAVelocity = .70 Page 4 Ml U -- +++++++++++++..++++++++++++++++++++++++++++++++++.+++.++.++++++++++++++++++ Process from Point/Station 18.00 to Point/Station 4.00 0� AA* CONFLUENCE OF MINOR STREAMS AAA --------------------------------------------------------------------------- ------ - ------------------ lOO.D0 - Year - �omputed - rain�all - intensity - ----- = 4.5l6 - In/H" ALONG THE MAIN STREAM NUMBER: l B� The flow values used for the stream: 2 are: Time of concentration(min.) = 9.56 Rainfall intensity (in./hr/) = 4.52 �m � It ile DSK1:WHXDBQ.OUT[74,I] printed on 08-Jun-89 16:30:45 Page 5 Total flow area (Acres) = .48 Total runoff (CFS) at confluence point = 1.75 Area averaged loss rate (PM) = .471 Area averaged pervious ratio (AP) = .600 m� +++++.+++++++*+++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++ Process from ?oint/Station 5.00 to Point/Station 6.00 AAA INITIAL AREA EVALUATION AAA ----------_-----------------_---------------------------------------------- Decimal Fraction Soil Group A = 1.000 8� Decimal Fraction Soil Group B = .00O -- Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 REGIDSNTIAL(3 - 4 DU/AC) 0� SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 3 = 52.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .471(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 310.00(Ft.) Upstream elevation = 61.20(Ft.) Downstream elevation = 58.00(Ft.) -- Elevation difference = 3.20(Ft.) Slope = .01033 SQ) = 1.03 Tc = N( .413)A[(Length~3)/(Slevation Change)]-0.3 N� Initial area time of concentration =, 10.302 min. 100.00 Year computed rainfall intensity = 4.343 In/Hr Effective Runoff Coefficient used for total area (O=C%A) is C = .802 Subarea runoff = 3.439(CFS) Total initial stream area = .7��Ac.) 0� Pervious area fraction = .600 Initial area FM value = .471(In/Hr) c ........................................................................... l Process from Point/Station 6.0O to Point/Station A.00 � ''----- S]REGr|LOW TRAVEL TIME + SUBAREA FLOW ADDITION A�� Upstream Elevation = 58.25(Ft.) Downstream Elevation = 55.99(Ft.) Street Length = 362.00(Ft.) Curb Height = 6.(ln.` Street Halfwidth = 35.00(Et.) Distance From Crown to Crossfal% Grade Slope from Gutter to Grade Break (V/H%) Slope from Grade Break to Crown (V/HZ) Number of Halfstreets Carrying Runoff = Distance from curb to property line = lope from curb to property line (V/H%) Gutter ' width = 1.500(Ft.) �l li l G8�(In Gutter ��Ke from flow line - . � . , Break = 10.00(Ft.) = .040 = .O20 I 7.00(Ft^) = .O2O Estimated mean flow rate at MIDPOINT of street = Depth of flow = .475(Ft.) ` Average Velocity = 2.195(Et/S) 4.415(CFS) 'ile DSKI:NHYDRO.OUTL printed on 08- Jun -89 16:31 :03 Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.880t.) Flow Velocity = 2.20(Ft /S) DepthAVelocity = 1.04 Travel time = 2.75 min. 1'C = 12.95 min. Adding Area Flow To Street, 1 100 00 Year computed rainfall intensity = 3.764 In /Hr .471(In /Hr) is C = .787 1.83(Ac.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is .537 a Page G OR Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.77(Ft.) Flow Velocity = 2.20(Ft /S) DepthAVelocity = 1.12 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station G.00 to Point /Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA ________________._----_--_-___-___-----_-.-_------ ____-- _-- __- _________- _ -_ - - -- �kh* Compute Various Confluenced Flow Values AAA ------------------------------------------------:-------------------------- 100.00 Year computed rainfall intensity 3.764 In /Hr OR ALONG THE MAIN STREAM NUMBER: l The flow values used for the Time of concentration(min.) Rainfall intensity (in. /hr /) Total flow area (Acres) = Total runoff (CFS) at conflu Area averaged loss rate (FM) Area averaged pervious ratio stream: 3 are: = 12.95 3.76 1.83 ence point = 5.43 .471. (AP) = .600 Confluence information: Decimal Fraction Soil Group A = 1.000 Intensity Decimal Fraction Soil Group B = .000 -- l _ -___ -- ----- Decimal Fraction Decimal Fraction Soil Group C = .000 Soil Group D = .000 RESIDENTIAL(3 - 4 DU /AC) 3 5.43 12.95 SCS Curve Number for So 2) 32.0 x:l 1 Adjusted SCS Curve Number for AMC 3 = 52.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Cl =CIA) Subarea runoff = 2.996(CFS) for 1.13(Ac.) = Total runoff = 5.435(CFS) Total area Area averaged FM value = .471(In /Hr) Depth of flow = .511(Ft.) Average Velocity 2.282(Ft/S) .471(In /Hr) is C = .787 1.83(Ac.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is .537 a Page G OR Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.77(Ft.) Flow Velocity = 2.20(Ft /S) DepthAVelocity = 1.12 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station G.00 to Point /Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA ________________._----_--_-___-___-----_-.-_------ ____-- _-- __- _________- _ -_ - - -- �kh* Compute Various Confluenced Flow Values AAA ------------------------------------------------:-------------------------- 100.00 Year computed rainfall intensity 3.764 In /Hr OR ALONG THE MAIN STREAM NUMBER: l The flow values used for the Time of concentration(min.) Rainfall intensity (in. /hr /) Total flow area (Acres) = Total runoff (CFS) at conflu Area averaged loss rate (FM) Area averaged pervious ratio stream: 3 are: = 12.95 3.76 1.83 ence point = 5.43 .471. (AP) = .600 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch /hour) -- l _ -___ -- ----- ___ -- 3..83(? --------------------------------------- 9.58 12.58 2 1.75 9.56 N 4.516 3 5.43 12.95 3.764 �.a Is ile 1' iSK1:NHYDRO.OUTE74,13 printed on 08- Jun -89 16:31 :21 Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 9.58 1.75 5.43 Possible confluenced flow values are: 16.41 15.38 16.2`:1 Individual Stream Area values are: 3.05 .48 1.83 Effective Total Area values are: 5.31 4.15 5.36 Computed confluence estimates are: Runoff(CFS) = 16.41 Time(min.) = 12.577 Effective area as adjusted for time (Acres) = It Total main stream study area (Acres) = 5.36 5.31 Page 7 Total study area average pervious area fraction(AP) _ .768 Total study area average soil loss rate(FM) = .395 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.00 to Point /Station 20.00 * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** 55. 99( Ft.) rr_ M~____ _______________________________ _____.____...--____.--------- Upstream Elevation = Downstream Elevation = 55.11(Ft.) Street Length = 75.00(Ft.) Curb Height - 6.(In.) Street Halfwidth = 25.00(Ft.) H1 Distance From Crown to Crossfall Grade Break. = 10.00(Ft.) Slope from Gutter to Grade Break. (V /HZ) = .040 Slope from Grade Break. to Crown (V /HZ) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line - 7.00(Ft.) Slope from curb to property line (V /HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street Depth of flow = .533(Ft.) , Average Velocity = 3.134(Ft /S) 16.661(CFS) E RSMX(1) = +1.000 *1.000* 9.6) + .330 *1.000* 1.7) +1.020* .971* 5.4) 16.414 QSMX(2) = +1.196* .760* 9.6) +1.000 *1.000* 1.7) +1.229* .738* 5.4) -- 15 ■383 QSMX(3) = + .981 *1.000* 9.6) + .814 *1.000* 1.7) +1.000 *1.000* 5.4) �- 16.25' Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 9.58 1.75 5.43 Possible confluenced flow values are: 16.41 15.38 16.2`:1 Individual Stream Area values are: 3.05 .48 1.83 Effective Total Area values are: 5.31 4.15 5.36 Computed confluence estimates are: Runoff(CFS) = 16.41 Time(min.) = 12.577 Effective area as adjusted for time (Acres) = It Total main stream study area (Acres) = 5.36 5.31 Page 7 Total study area average pervious area fraction(AP) _ .768 Total study area average soil loss rate(FM) = .395 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.00 to Point /Station 20.00 * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *** 55. 99( Ft.) rr_ M~____ _______________________________ _____.____...--____.--------- Upstream Elevation = Downstream Elevation = 55.11(Ft.) Street Length = 75.00(Ft.) Curb Height - 6.(In.) Street Halfwidth = 25.00(Ft.) H1 Distance From Crown to Crossfall Grade Break. = 10.00(Ft.) Slope from Gutter to Grade Break. (V /HZ) = .040 Slope from Grade Break. to Crown (V /HZ) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line - 7.00(Ft.) Slope from curb to property line (V /HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street Depth of flow = .533(Ft.) , Average Velocity = 3.134(Ft /S) 16.661(CFS) E l F ile DGKl:NHYDBO.OUI[74,1] printed on 08-Jun-89 16:31:37 WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB 0� Distance that curb overflow reaches into property is = Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 11.34(Ft.) Flow Velocity = 3.13(Et/S) DepthAVelocily = 1.67 Travel time = .40 min. 7C = 12.98 min. Adding Area Flow To Street Page 8 l.672(Ft.) lom'0O Year �umouted rainfall intensity = 3.759 In/Hr -'--'' '-_ ---.- -- � �� ' Decimal Fraction Soil Group # = 1.000 Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = .00O Decimal Fraction Soil Group D = .000 BGS%D8NT%AL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 3 = 52.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CI#) Subarea runoff = .130(CES) for .lG(Ac.) Total runoff = 16.544(CES) Total area = Area averaged FM value = .397(In/Hr) Depth of flow = .532(Ft.) ' Average Velocity = 3.131(Ft/S) .471(In/Hr) is C = .848 5.4?(Ac.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 1.611 ' Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 11.31(Ft.) Flow Velocity = 3.13(Et/S) DepthAVelocity = 1.67 Li � .......................................................................... 4- Process from Point/Station 20.00 to Point/Station 19.00 " *A* GTB2SI FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *AA ----------------------------------------------------------~---------------- Upstream Elevation = 55.11(Ft.) ~- Downstream Elevation = 54.70(Ft.) Street Length = 50.00(Ft.) Curb Height = 6.(In.) ~~ Street Halfwidth = 25.00(Ft. ) Distance From Crown to Crossfall Grade Break = 10"00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .040 Slope from Grade Break to Crown (V/H3) = .020 N b f Halfstreets Carrying Runoff = 2 num er o Distance from curb to property line = 7.00(Ft.) ]� Slope from curb to property line (V/HZ) = .020 -- Gitten width = 1.500(Ft.) Gutter hike from flomline = 1.680(In.) @� Estimated mean flow rate at MIDPOINT of street = 16.786(CFS) Depth of flow = .566(Ft.) �� ile DSKl:NHYDBO.OUT[74,l] printed on 08-Jun-89 16:31:55 Page 9 Average Velocity = 2.687(Ft/S) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB -- Distance that curb overflow reaches into property is = 3.308(Ft.) m� Streetflow Hydraulics at MIDPOINT of street~ travel Halfstreet Flow Width = 12.15(Et.) Flow Velocity = 2.69(Ft/S) DepthAVelocity = 1.52 � Travel time = .31 min. IC = 13.39 min. Adding Area Flow To Street 100.00 Year computed rainfall intensity = 3.706 In/Hr � Decimal Fraction Soil Group A = 1.000 ~~ Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .00O Q- 0ESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Smil(AMC 3) = 32.0 Adjusted SCS Curve Number for AMC 3 = 52.0 � Pervious ratio(AP) = .600 Max loss rate(FM)= .471(In/Hr) �w Effective Runoff Coefficient used for area (Q=CIA) is C = .845 Subarea runoff = .306(CES) for .lG(Mc.) Total runoff = 16.750(CES) Total area = 5.63(Ac.) N� Area averaged FM value = .400( In/Hr ) p� Depth of flow = .586(Ft.) Average Velocity = 3.684(Ft/S) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB B` Distance that curb overflow reaches into property is = 3.296 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 12.15(Ft.) 1W Flow Velocity 2.69(Et/S) DepthAVelocity = 1.52 OJ +.++++++++++++++++++++++++++++++++++++++++++.++++.+.+++.++++.+.+++.++++++++ Process from Point/Station 20.00 to Point/Station 19.00 AAA CONFLUENCE OF MINOR STREAMS AAA -------------------------_--------------------------__--_-_----_----------- -----------------------------------------------------------~---------------- 100.00 Year computed rainfall intensity = 3.706 In/Hr ALONG THE MAIN STREAM NUMBER: l The flow values used for the stream: l are: Time of concentratzon(min.) = 13.29 Rainfall intensity (in./hr/) = 3.71 Total flow area (Acres) = 5.63 Total runoff (CES) at confluence point = 16.75 0� Area averaged loss r4te (EM) = .400 Area averaged pervious ratio (AP) = .758 ` ........................................................................... Process from Point/Station 7.00 to point/Station 16°80 ~~ �� ile DSKl:NHYDBO.OUI[74,l] printed on 08-Jun-89 16X32:I2 Rage lO AA* INITIAL AREA EVALUATION AAA g� --------------_------------------------_----------------------------------- �0 Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 ' RESIDSN%IAL(3 - 4 DU/AC) SCS Curve Number for SoiI(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 3 = 53.0 Pervious ratio(AP) = .600 Max loss rate(EM)= .471(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) k1 initial subarea flow length = 325.00(Ft. ) �w Upstream elevation = 57.10(Ft.) ` Downstream elevation = 55.13(Ft.) Elevation difference = 1.97(Ft.) N� Slope = .00876 S(%) = .88 Tc = K( .412)A[(L.ength Change)] Initial area time of concentration = 9.275 min. U� 100°00 Year computed rainfall intensity = 4.598 1n/Hr Effective Runoff Coefficient used for total area 10=CI#) is C = .808 &' Subarea runoff = l.475(CFS) Total initial stream area = .40(Ac.) Pervious area fraction = .G0O K� Initial area FM value = .471 ( ln/Hr ) +++..*+++++++++++++++++++++++++++++++. ++++++.++*..++++*++.++.++++.+++**++++ Process from Point/Station 16.00 to Point/Station 19.00 0� AA6 PIP0FL8W TIME (USER SPECIFIED SIZE) AAA ----~---------------------------------------------------------------------- Upstream point elevation = 55.13(Ft.) Downstream point elevation = 54.89(Et.) Flow length = 36.00(Ft.) Mannings N = .013 No. of pipes = l Required pipe flow 1.475(CFS) N� Given pipe size = 18.00( In. ) Calculated Individual Pipe flow = 1.475(CFS) :Normal flow depth in pipe = 5.05(In.) O� Flow top width inside pipe = 16.17(In.) Velocity = 3.63(Ft/S) Travel time = .17 min. IC = 9.44 min. 0� +++++.+++++++++++++++++.+*+++++++++++++++.+++++++..++++++..++.+*++.+++.+.++ Process from Point/Station 16.00 to Point/Station I9"�� **A CONFLUENCE OF MINOR SIBSAMS ��A N� --- __---------- ----------- --------------------------------------- ---------- *AA Compute Various Confluenced Flow Values AAA - - �~-----------------_---------------_---~-~----~-_�--�-------�-------~------ 100.00 Year computed rainfall intensity 4.550 In/Hr =° ALONG THE MAIN STREAM NUMBER: l The flow values used for the Time of concentration(min.) Rainfall intensity (in./hr/) Total flow area (Acres) = Total runoff (CES) at conflu Area averaged loss rate (EM) stream: 2 are: = 9.44 = 4.55 .4O. ence point = 1.47 = .47l , File DSK1:NHYDB8.OUT[74,1] printed on 08-Jun-89 16:32:30 Page ll Area averaged pervious ratio (AP) = .600 on ki UMN Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 16.75 1.47 Possible rmnfluenced flow values are: 17.92 16.41 Individual Stream Area values are: 5.63 .40 Effective Total Area values are: . 6.03 4.40 Computed confluence estimates are: Runoff(CFS) = 17.92 Iime(min.) = 13.286 Effective area as adjusted for time (Acres) = Total main stream study area (Acres) = 6.03 6.03 Total study area average pervious area fraction(AR) = .748 Total study area average soil loss rate(FM) = .404 End of computations, total study area = 6.08(Ac.) The following figures may be used for m unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .748 AREA AVERAGED SCS CURVE NUMBER = 44.9 ADJUSTED SCS CURVE NUMBER FOR AMC 3 = 64.9 �� �� � � � Confluence information: K� Stream runoff Number (CFS) ----------- Time (min.) Intensity (inch/hour) ------------ ----- ------ --------- l 16.75 13.39 3.706 2 1.47 9.44 4.550 QGMX(l) = +I.000A1.000A 16.7) + .793A1.000A 1.5) 8� = 17.919 0SMX(2) = +1.255A .711A 16.7) 1` +1.000A1.000A 1.5) = 16.412 on ki UMN Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 16.75 1.47 Possible rmnfluenced flow values are: 17.92 16.41 Individual Stream Area values are: 5.63 .40 Effective Total Area values are: . 6.03 4.40 Computed confluence estimates are: Runoff(CFS) = 17.92 Iime(min.) = 13.286 Effective area as adjusted for time (Acres) = Total main stream study area (Acres) = 6.03 6.03 Total study area average pervious area fraction(AR) = .748 Total study area average soil loss rate(FM) = .404 End of computations, total study area = 6.08(Ac.) The following figures may be used for m unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .748 AREA AVERAGED SCS CURVE NUMBER = 44.9 ADJUSTED SCS CURVE NUMBER FOR AMC 3 = 64.9 �� �� � � � i.le DSK1 :NHYDRO.OUTE74, 1 _l printed on 08- Jun -89 16:34:13 SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesi.gn /CivilCadd, 1988 Rational Hydrology Study Date: G- 8 -89 Page I HYDROLOGY STUDY FOR TRACT 1359' IN THE CITY OF FONT.ANA , WITH DEVELOPED CONDITIONS COUNTY OF SAN BERNARDINO ---------------------------------------------------------------------------- '"" *SPECIFIED HYDROLOGY INFORMATION: ------------------------------------------------------- ------------------..__. 25.0 year storm 1 hour rainfall (Inches) = 1.180 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall (Inches) = 1.1800 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 2 �r +++++++++ + + + + + +4...... + ............................. Process from Paint /Station 1.00 to Point /Station 2.00 AAA INITIAL AREA EVALUATION AAA P" Fraction Soil Group A = 1.000 f Decimal Decimal Fraction Soil Group B = .000. Decimal Fraction Soil Group C = .000 ' Decimal Fraction Soil Group D = .000 im UNDEVELOPED (POOR COVER) subarea SCS Curve Number for Soil(AMC 2) - 67.0 OR Pervious ratio(AP) = 1.000 Max loss rate(FM)= .578(In /Hr) Subarea is UNDEVELOPED - POOR COVER Initial subarea .flow length = 350.00(Ft.) Upstream elevation = 70.10(Ft.) Downstream elevation = 62.20(Ft.) iW Elevation difference = 7.90(Ft.) Slope = .02257 S(X) = 2.26 Tc = K( .525)*1(Length - 3) /(Elevation Change)] - 0.2 im Initial area time of concentration = 11.670 min. 25.00 Year computed rainfall. intensity = 3.152 In /Hr Effective Runoff Coefficient used for total area (n =CIA) is C = .735 Subarea runoff = 5.199(CFS) Total initial stream area = 2.24(Ac.) Pervious area fraction = 1.000 Initial area FM value = .578(In /Hr) +++++++++++++++++++++++++++++++++++++++++++++ ++ +...f.. + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.00 to Point /Station 3.00 AAA SUBAREA FLOW ADDITION **)k ��t 1 25.00 Decimal Decimal Decimal Decimal RESIDEN Year computed Fraction Soil Fraction Soil Fraction Soil Fraction Soil TIAL(3 - 4 DU/ rainfall Group A Group B Group C Group D AC) intensity = 1.000 .000 _ '.000 .000 3.152 In /Hr 9� MR F ile DSKl:NMYD8O.OUI[74,l] printed on 08-Jun-89 16:34:28 Page 2 GCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .729 Subarea runoff = .757(CFS) for .33(Ac.) Total runoff = 5.956(CES) Total area = 2.57(Ac.) Area averaged EM value = .579(In/Hr) 0 iW .................................................................... I ....... Process from Point/Station 3.00 to Point/Station 4.00 *AA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Upstream Elevation = 58.17(Ft.) Downstream Elevation = 55.99(Ft.) Street Length = 160.00(Et.) Curb Height = 6.(In.) Street Halfwidth = 25.00(Et.) � Distance From Crown to Crossfall Grade Break = 10.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .040 Slope from Grade Break to Crown (V/H3) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/HZ) = .030 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street Depth of flow = .386(Ft. Average Velocity = 2.644(Ft/S) G.505(CFS) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 7.65(Ft.) Flow Velocity = 2.64(Et/S) DepthAVelocity = 1.02 Travel time = 1.01 min. IC = 12.68 min. Adding Area Flow To Street n n o os mo ���r rumuted rainfall intensitv = 2.999 In/Hr --'-- '--' ---,-'-- -- --�� Decimal Fraction Soil Group A ^ = 1.000 Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIBGNTIAL(3 - 4 DU/AC) GCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .GOO Max loss rate(EM)= Effective Runoff Coefficient used for area (Q=CIA) ' Subarea runoff = .G75(CFS) for .47(Ac.) Total runoff = 6.631(CFS) Total area � Area averaged FM value = .581(In/Hr) Depth of flow = .388(Ft.) Average Velocity = 2.659(Ft/S) .587(In/Hr) is C = .716 3.05<Ac~> Streetflow Hydraulics at ENDPOINT, of street travel Hmlfstreet Flow Width = 7.70(Et.) Flow Velocity = 2.64(Ft/S) DepthAVelocity = 1"03 P ile DSKl:NHYDRO.OUT[74,1 printed on 08-Jun-89 16:34:46 Page 3 ........................................................................... f Process from Point/Station 3.00 to Point/Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA --------------------------------------------------------------------------- ----------------------------------------------------------------------------- 25.00 Year computed rainfall intensity 2.999 In/Hr ALONG THE MAIN STREAM NUMBER: 1 "I The flow values used for the stream: 1 are: Time of concentration(min.) = 12.68 Rainfall intensity (in./hr/) = 3.00 Total flow area (Acres) = 3.05 Total runoff (CFS) at confluence point G.63 Area averaged loss rate (EM) .581 Area avera, )e,J pervious ratio (AP) .895 ........................................................................... Process from Point/Station 17.00 to Point/Station 18.00 AAA W AAA INITIAL AREA EVALUATION ---------------------------------------------------------------------------------- Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000. Decimal Fraction Soil Group C = .000 L Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) .600 Max loss rate(EM)= .587(In/Hr) W Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 164.00(Ft.) Upstream elevation = GI.GO(Ft.) Downstream elevation = 60.16(Ft.) Elevation difference = 1.44(Ft.) Slope = .00878 S(z) = .88 Tc = K( .412)AC(Length-3)/(Elevation Change)3-0.2 Initial area time of concentration = 8.168 min. 25.00 Year computed rainfall intensity = 3.904 1n/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .765 Subarea runoff = .427(CES) Total initial stream area = .14(Ac.) Pervious area fraction = .600 Initial area FM value = .587(ln/Hr) ........................................................................... Process from Point/Station 18.00 to Point/Station 4.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA ------------------------------------._.- Upstream Elevation = 60.16(Ft.) Downstream Elevation = 55.99(Ft.) Street Length 194.00(Ft.) Curb Height 6.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break 10-00(Ft-) File OSKI :NHYDRO.OUTI74,1] printed on 08- Jun -89 16:35:07 Slope from Gutter to Grade Break. (V /HZ) = .040 Slope from Grade Break. to Crown (V /H'Z,) = .020 Number of Halfstreets Carrying Runoff = I Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V /HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(ln.) Estimated mean flow rate at MIDPOINT of street = Depth of flow = .254(Ft.) Average Velocity = 2.123(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 4.35(Ft.) Flow Velocity = 2.12(Ft /S) DepthAVelocity = .54 Travel time = 1.52 min. TC = 9.69 min. Adding Area Flow To Street .930(CFS) 25 00 Year computed rainfall intensity = 3.523 In /Hr Page 4 Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU /AC) SCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In /Hr) Effective Runoff Coefficient used for area (G =CIA) is C = .750 Subarea runoff = .842(CFS) for .34(Ac.) Total runoff = 1.269(CFS) Total area = .48(Ac.) Area averaged FM value = .587(In /Hr) Depth of flow = .277(Ft.) Fi. Average Velocity = 2.333(Ft/S) 6 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 4.92(Ft.) j Flow Velocity = 2.12(Ft /S) DepthAVelocity = .59 ++++++++++++++++++++++++++++*+++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.00 to Point /Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA ----------------------------------._____-_---_._- _- ____- _____--- ___--- ___ -__ -_. 25.00 Year computed rainfall intensity = 3.523 In /Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 9.69 Rainfall. intensity (in. /hr /) = 3.52 Total flow area (Acres) = .48 Total runoff (CFS) at confluence point - 1.27 Area averaged loss rate (EM) = .'587 Area averaged pervious ratio (AP) _ .600 3x ile DSKl:NHYDBO.OUI[74,1] printed on 08-Jun-89 16:35:26 Page 5 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.�0 to Point/Station 6.00 ��� INITIAL �@�M EVALUATION ��� 1� ----------_----------_-------------------------_------------------------- ~~ Decimal Fraction Soil Group A = I.O00 ' Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 B��%B��II��(3 - 4 DU/AC) S�S Curve Number for Soil(AMC 2� = 32.� N� Pervious ratio(AP) = 6�O loss rate(�M)= .587(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC) . Pcocess �rom Point/Statimn 5.�0 to �oint�Sta�imn 6.00 ��� INI�IA� �@�M SVA�UAIIQN ��� 1� ----------_----------_-------------------------_------------------------- ~~ Decimal �raction Soil Group A = I.O00 ' De�imal Eractimn Soil Group B = .00O Dec�mal ��actimn Soil Group C = .000 De�imal Erac�ion Soil Grou� D = .000 B��%B��II��(3 - 4 DU�AC� �� S�S Curve Nu�ben �or Soil(AMC 2� = 32.� W� n~...�~.~ .~+�°/�n� = �ao Max Initial subarea flow length = 310.00(Ft.) Upstream elevation = 61.30(Ft.) Downstream elevation = 58.00(Ft.) Elevation difference = 3.20(Ft.) Slope = .01032 S(%) = 1.03 Tc = K( .412)A[(Length Change)3 Initial area time of concentration = 10.202 min. 25.00 Year computed rainfall intensity = 3.416 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .745 Subarea runoff = 1.783(CFS) Total initial stream area = .70(#c.) Pervious area fraction = .600 . Initial area FM value = .587(In/Hr) @� ++++++*+++.++++++++++++++++++++++++++++++++++++++.+++.+++*+++++++++++++++++ -- Process from point/Station 6.00 to Point/Station 4.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Q� --------------------------------------------------------------------------- Upstream Elevation = 58.25(Ft.) E l l Dowostneam Elevation = 55.99(Ft.) Street Length = 363.00(Ft. ) Curb Height = 6.(In.) Street Halfwidth = 25.00(Ft.) 0� Distance From Crown to Crossfall Grade Break = 10.00(Ft. ) Slope from Gutter to Grade Break (V/H3) = .040 Slope from Grade Break to Crown (V/H%) = .030 Number of Halfstreets Carrying Runoff = l Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/H%) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = l .68O( In. ) Estimated mean flow rate at MIDPOINT of street = 3.227(CFG) Depth of fjow = .432(Et.) Average Velocity = 2.004(Ft/S) S|reetflow Hydraulicsat MIDPOINT of street travel Halfstreet Flow Width = 8.80(Ft.) Flow Velocity = 2.00(Ft/S) Depth*Velocity = .87 Travel time = 3.01 min. TC = 13.21 min. *�y �n�� rate(�H)= .587(In/Hr) Initial subarea flow length = 310.00(Ft.) Upstream elevation = 61.30(Ft.) Downstream elevation = 58.00(Ft.) Elevation difference = 3.20(Ft.) Slope = .01032 S(%) = 1.03 Tc = K( .412)A[(Length Change)3 Initial area time of concentration = 10.202 min. 25.00 Year computed rainfall intensity = 3.416 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .745 Subarea runoff = 1.783(CFS) Total initial stream area = .70(#c.) Pervious area fraction = .600 . Initial area FM value = .587(In/Hr) @� ++++++*+++.++++++++++++++++++++++++++++++++++++++.+++.+++*+++++++++++++++++ -- Process from point/Station 6.00 to Point/Station 4.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Q� --------------------------------------------------------------------------- Upstream Elevation = 58.25(Ft.) E l l Dowostneam Elevation = 55.99(Ft.) Street Length = 363.00(Ft. ) Curb Height = 6.(In.) Street Halfwidth = 25.00(Ft.) 0� Distance From Crown to Crossfall Grade Break = 10.00(Ft. ) Slope from Gutter to Grade Break (V/H3) = .040 Slope from Grade Break to Crown (V/H%) = .030 Number of Halfstreets Carrying Runoff = l Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/H%) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = l .68O( In. ) Estimated mean flow rate at MIDPOINT of street = 3.227(CFG) Depth of fjow = .432(Et.) Average Velocity = 2.004(Ft/S) S|reetflow Hydraulicsat MIDPOINT of street travel Halfstreet Flow Width = 8.80(Ft.) Flow Velocity = 2.00(Ft/S) Depth*Velocity = .87 Travel time = 3.01 min. TC = 13.21 min. l File DSK1:NHYDBO.OUT[74,1] printed on 08-Jmw-89 13:35:44 Adding Area Flow To Street � Q� 25.00 Year computed rainfall intensity = 2.925 In/Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .00O Decimal Fraction Soil Group D = .00O ' WESJD8NTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .720 Subarea runoff = 3.078(CFS) for 1.13(Ac.) Total runoff = 3 86�<CES> Total area = l 03��c > . . . Area averaged FM value = .587(In/Hr) Depth of flow = w� Average Velocity = Gtreetflow Hydraulics Halfstreet Flow Width Flow Velocity = 2.00 .456(Ft.) 2.112(Ft/S) at ENDPOINT of street travel = 9.40(Ft.) (Ft/S) Depth*Velocity .91 Page 6 ........................................................................... Process from Point/Station 6.00 to Point/Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA ------------------------------------ A -------------------------------------- AAA Compute Various Conf1uenced Flow Values AAA ---------------------------------------------------------------------------- 25.00 Year computed rainfall intensity = 2.925 In/Hr ALONG THE MAIN STREAM NUMBER: l The flow values used for the Time of concentration(min.) Rainfall intensity (in./hr/) Total flow area (Acres) = Total runoff (CFS) at conflu Area averaged loss rate (FM) Area averaged pervious ratio stream: 3 are: = 13.21 = 2.93 1.83 ence point 3.86 = .587 (AP) = .600 m� Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) ------ --------- ----------- ------------ -------------------------------------- l 6.63 12.68 2.999 3 1.27 9.69 3.533 3 3.86 13.21 2.925 QSMX(l) = +1.00OA1.000A 6.6) + .821Al.000A 1.3) +1.031A .960A 3.9) = 11.494 QSMX(2) = +1.217A .764A 6.6) N� +1.00OA1.000* 1.3) ` +1.256A 73�� . . . 3 9> ' z 10.992 � � Pile DSKl:MHYDBO.OUT[74,1] printed on 08-Jun-89 16:35:57 IF 10 LK of F] P� _ QSM%(3) = • .970A1.000A 6.6) • .796*1.000A 1.3) +1.00OA1.000* 3.9) = 11.301. Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 6.63 1.27 3.86 Possible confluenced flow values are: 11.49 10.99 11.30 Individual Stream Area values are: 3.05 .48 1.83 Effective Total Area values are: 5.29 4.15 5.36 Computed confluence estimates are: Ruuoff(CFS) = 11.49 Time(min.) = 13.679 Effective area as adjusted for time (Acres) = Total main stream study area (Acres) = 5.36 5.29 Total study area average pervious area fraction(AP) = .768 Total study area average soil loss rate(FM) = .583 Page 7 +.+.++++++++.+++++++++++++++++++++++++++++++++++.++++++++++++++..++++++++++ � Process from Point/Station 4.00.to Point/Station 20.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Upstream Elevation = 55.99(Ft.) Downstream Elevation = 55.11(Ft.) Street Length = 75.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break = I0.00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .040 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 3 Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/H%) = .030 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street = 11.668(CES) Depth of flow = .470(Ft.) Average Velocity = 2.979(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.74(Ft.) Flow Velocity = 2.98(Ft/S) DepthAVeXocity = 1.40 Travel time = .42 min. IC = 13.10 min. Adding Area Flow To Street ` 25.00 Year computed rainfall intensity = 2.941 In/Hr Decimal Fraction Soil Group A = 1.000 ,W File QSKl:NHYDBQ.OUT[74,1] printed on 08-Jun-89 16:36:18 Depth of flow = .468(Ft.) Average Velocity = 2.973(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Ha%fstneet Flow Width = 9.71(Ft.) Flow Velocity = 2.98(Ft/S) DepthAVelocity = 1.39 Page 8 ^' +.++.++++++++++++++++++++++.++++++++++++++++++++.+..*+++*+++++++++..*+*++++ Process from Point/Station 20.00 to Point/Station 19.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AA A ' � r N� --------------------------------------------------------------------------- Upstream Elevation = 55.11(Ft.) Downstream Elevation = 54.70(Ft~) m� Street Length = 50.00(Ft.) . Curb Height = 6.(In.) Street Malfwidth = 25.00(Et.) Distance From Crown to Crossfall Grade Break = 10.00(Ft. ) � Slope from Gutter to Grade Break (V/H3) = .040 Slope from Grade Break to Crown (V/HC) = ' .O30 W� Number of Halfstreets Carrying Runoff = 3 Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/H3) = .020 Gutter width = 1.500(Ft.) N� Gutter hike from flowline = l .68O( In. ) Estimated mean flow rate at MIDPOINT of street = 11.726(CFS) — Depth of flow = .497(Ft.) Average Velocity = 2.627(Et/S) m� Streetflmw Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 10.42(Ft.) Flow Velocity = 3.63(Ft/S) DepthAVelocity = 1.31 Travel time = .33 min. TC = 33.42 min. Adding Area Flow To Street Decimal Fraction Soil Group B = .080 3� Decimal Fraction Soil Group C = .000 N� Decimal Fraction Soil Group D = .000 BESIBEMIIAL(3 - 4 DU/AC) = .000 SCS Curve Number for SoiI(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(EM)= .587(In/Hr) �N Effective Runoff Coefficient used for area `(O=CIA) is C = "816 Subarea runoff = .063(CES) for . Total runoff = 11.556(CES) Total area = 5.45(Ac.) N� Area averaged FM value = .583( In/Hr ) Depth of flow = .468(Ft.) Average Velocity = 2.973(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Ha%fstneet Flow Width = 9.71(Ft.) Flow Velocity = 2.98(Ft/S) DepthAVelocity = 1.39 Page 8 ^' +.++.++++++++++++++++++++++.++++++++++++++++++++.+..*+++*+++++++++..*+*++++ Process from Point/Station 20.00 to Point/Station 19.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AA A ' � r N� --------------------------------------------------------------------------- Upstream Elevation = 55.11(Ft.) Downstream Elevation = 54.70(Ft~) m� Street Length = 50.00(Ft.) . Curb Height = 6.(In.) Street Malfwidth = 25.00(Et.) Distance From Crown to Crossfall Grade Break = 10.00(Ft. ) � Slope from Gutter to Grade Break (V/H3) = .040 Slope from Grade Break to Crown (V/HC) = ' .O30 W� Number of Halfstreets Carrying Runoff = 3 Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/H3) = .020 Gutter width = 1.500(Ft.) N� Gutter hike from flowline = l .68O( In. ) Estimated mean flow rate at MIDPOINT of street = 11.726(CFS) — Depth of flow = .497(Ft.) Average Velocity = 2.627(Et/S) m� Streetflmw Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 10.42(Ft.) Flow Velocity = 3.63(Ft/S) DepthAVelocity = 1.31 Travel time = .33 min. TC = 33.42 min. Adding Area Flow To Street ' 25.00 Year computed rainfall intensity 2.899 In/Hr 3� Decimal Fraction Soil Group A = 1.000 �0 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RSSIDEN%%AL(3 - 4 DU/AC) ` SCS Curve Number for Smil(AMC 3) = 32.0 Pervious ratio(AP) = .600 Max loss rate(EM)= .587(In/Hr) . ��° File DSNl:MHYDBO.OUI[74,1] printed on 08-Jun-89 16:36:35 Page 9 Effective Runoff Coefficient used for area (Q=CIA) is C = .812 Subarea runoff = .127(CES) for .16(Ac.) A Total runoff = 11.684(CFS) Total area = 5.61(Ac.) Area averaged FM value = .583(In/Hr) Depth of flow = .496(Ft.) Average Velocity = 2.637(Ft/S) � -� Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 10.40(Ft. ) Flow Velocity = 2.63(Et/S) DepthAVelocity = 1.30 cz 7 � ........................................................................... Process from Point/Station 20.00 to Point/Station 19.00 AAA CONFLUENCE OF MINOR STREAMS AAA 35.00.Year computed rainfall intensity = 2.899 In/Hr ALONG THE MAIN STREAM NUMBER: l The flow values used for the stream: l are: Time of concentration(min.) = 13.42 Rainfall intensity (in./hr/) = 3.90 Total flow area (Acres) = 5.61 Total runoff QES) at confluence point = 11.88 Area averaged loss rate (EM) = .583 Area averaged pervious Atio (AP) = .758 ........................................................................... Process from Point/Station 7.00 to Point/Station 16.00 AAA INITIAL AREA EVALUATION AAA '-''---- '- -- - Subarea is RESIDENTIAL (3 - 4 DU/AC) Initial subarea flow length = 225.00(Ft.) Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 BSSIQENIIAL(3 - 4 DU/#C) SCS Curve Number for Soil(AMC 3) = 32"0 �=rw{mn� ratio(AP) = .&OO Max loss rate(EM)= .587(In/Hn) Upstream elevation = 57.10(Ft.) Downstream elevation = 55.13(Et.) Elevation difference = 1.97(Ft.) ' Slope = .00876 S(%) = .88 Tc = K( .412)*[(Length Change)3~0.2 Initial area time of concentration = 9.375 min. 25.00 Year computed rainfall intensity = 3.617 In/Hr Effective Runoff Coefficient used for total area '(Q=C%A) is C .754 Subarea runoff = 1.003(CFS) Total initial stream area = .40(Ac.) Pervious area fraction = .600 ` Initial area EM value = .587(In/Hr) File DSK1:NHYDRO.OUTC74,11 printed on 08- Jun -89 16:36:53 Page 10 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + +•f.+ + ++ Process from Point /Station 16.00 to Point /Station 19.00 *AA PIPEFLOW TIME (USER SPECIFIED SIZE) AAA i� 1rr am F Upstream point elevation = 55.13(Ft.) Downstream point elevation = 54.89(Ft.) Flow length = 36.00(Ft.) Mannings N = .013 No. of pipes = l Required pipe flow - 1.083(CFS) Given pipe size = 18.00(ln.) Calculated Individual Pipe flow = 1.083(CFS) Normal flow depth in pipe = 4.32(ln.) Flow top width inside pipe = 15.37(In.) Velocity = 3.32(Ft /S) Travel time - .18 min. TC = 9.46 min. ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 16.00 to Point /Station 19.00 AAA CONFLUENCE OF MINOR STREAMS AAA AAA Compute Various Confluenced Flow Values AAA 25.00 Year computed rainfall intensity = 3.576 In /Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the Time of concentration(min.) Rainfall intensity (in. /hr /) Total flow area (Acres) = Total runoff (CFS) at con.flu Area averaged loss rate (FM) Area averaged pervious ratio Confluence information: stream:, 2 are: 9.46 - 3.58 .40 ence point = 1.08 = .587 (AP) = .600 Stream runoff Time Intensity Number (CFS) (min.) (inch /hour) ----------------------.------------------------------------------------------ 1 11.68 13.42 2.89" 2 1.08 9:46 3.576 QSMX(1) = +1.000A1.000A 11.7) + .774A1.000A 1.1) - 12.521. QSMX(2) = +1.292A .705A 11.7) +1 .000 1 .000A 1 . 1 ) - 11.726 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 11.68 1.08 Possible confluenced flow values are: 12.52 11.73 Individual Stream Area values are: 5.61 .40 Effective Total Area values are: 51 i1e DSKl:NHYDBO.OUI[74,1] printed on 08-Jun-89 16:37:11 Page Il 6.00 4.35 Computed confluence estimates are: Bunoff(CES) = 12.53 Iime(min.) = 13.416 Effective area as adjusted for time (Acres) = 6.00 Total main stream study area (Acres) = 6.00 m� Total study area average pervious area fraction(AP) = .748 Total study area average soil loss rate(FM) '= .504 End of computations, total study area = 6.00(Ac.) n� The following figures may J� be used for a unit hydrograph study of the same area. -- Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. J� AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .748 AREA AVERAGED SCS CURVE NUMBER = 44.9 ADJUSTED SCS CURVE NUMBER FOR AMC 2 = 44.9 K �� �_ File I. 1SK1:NHYDRO.OUTL"74,11 printed an 08- Jun -89 16:38 :27 SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) CivilDesign /CivilCadd, 1988 Rational Hydrology Study Date: 6- 8 -89 Page 1 ------------------------------------------- --------------------------------- „� HYDROLOGY STUDY FOR TRACT 13597 IN THE CITY OF FONTANA , WITH DEVELOPED CONDITIONS �i COUNTY OF SAN BERNARDINO ---------------------------------------------------------------------------- ASPECIFIED HYDROLOGY INFORMATIONA ---------------------------------------------------------------------------- 10.0 year storm 1 hour rainfall (Inches) = 1.00() Computed rainfall intensity: Storm year = 10.00 1 hour rainfall (Inches) = 1.0000 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + +. + + + + + + + + + + + + ++ + + + + ++ Process from Point /Station 1.00 to Point /Station 2.00 * ** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 UNDEVELOPED (POOR COVER) subarea SCS Curve Number for Soil(AMC 2) = 67.0 +! Pervious ratio(AP) = 1.000 Max loss rate(FM)= .578(In /Hr) Subarea is UNDEVELOPED - POOR COVER Initial subarea flow length = 350.00(Ft.) Upstream elevation = 70.10(Ft.) Downstream elevation = 62.20(Ft.) Elevation difference = 7.90(Ft.) Slope = .02257 S(z) = 2.26 Tc = F(( .525)AC(Length - 3) /(Elevation Change)] 60 Initial area time of concentration = 11.670 min. 10.00 Year computed rainfall intensity = 3.671 In /Hr Effective Runoff Coefficient used for total area (Q =CIA) is C = .705 Subarea runoff = 4.228(CFS) Total initial stream area = :2.24(Ac.) Pervious area fraction = 1.000 Initial area FM value = .578(In /Hr) .... M..........}.+ } +.}.. .. ....................... F....tt +ttt.... F......... + + +* Process from Point/Station 2.00 to Point /Station 3.00 AAA SUBAREA FLOW ADDITION AAA _ -------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.671 In /Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU /AC) ile DSK1:NHYDBO.OUI[74 printed on 08-Jon-89 16:38:43 Page 2 SCS Curve Number for Soil(AMC 2) = 33.0 Pervious ratio(AP) = .600 Max loss rate(EM)= .587(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .699 Subarea runoff = .615(CES) for .33(Ac.) Total runoff = 4.843(CES) Total area = 2.57(Ac.) 0� Area averaged FM value = .579(In/Hr) ........................................................................... Process from Point/Station 3.00 to Point/Station 4.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Upstream Elevation = 58.17(Ft.) Downstream Elevation = 55.99(Ft.) Street Length = 160.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break = 10.00(Et.) Slope from Gutter to Grade Break (V/HZ) = .040 Slope from Grade Break to Crown (V/H3) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/HZ) = .030 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street Depth of flow = .364(Ft.) Average Velocity = 2.484(Ft/S) Stneetflow Hydraulics at MIDPOINT of street travel Halfstneet Flow Width = 7.09(Ft.) Flow Velocity = 2.48(Ft/S) DepthAVelocity = .90 Travel time = 1.07 min. TC = 12.74 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 2.583 In/Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .00O Decimal Fraction Soil Group D = .000 BSS%DENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In/Hr) Effective Runoff Coefficient used for area (Q=CIA) is C = .G83 Subarea runoff = .512(CFS) for .47(Ac.) Total runoff = 5.356(CES) Total area = 3.05(Ac.) Area averaged EM value = .581(In/Hr) Depth of flow = Average Velocity = 2.495(Et/S) Streetflow Hydraulics at SNDP8INT`of street travel Halfstrept Flow Width = 7.12(Ft.) Flow Velocity = 2.48(Ft/S) DepthAVelmcity = .91 JO 5,289(CES) File DSKI:NHYDRO.OUTE74,13 printed on 08- ;tun -89 16:39:00 Page :3 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.00 to Point /Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA 10.00 Year computed rainfall intensity = 2.533 In /Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min.) = 12.74 Rainfall intensity (in. /hr /) = 2.53 Total flow area (Acres) = 3.05 Total runoff (CFS) at confluence point - 5.36 Area averaged loss rate (FM) = .581 Area averaged pervious ratio (AP) _ .895 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 17.00 to Point /Station 18.00 AAA INITIAL AREA EVALUATION AAA ---___.-___-______.__.-______________ _______.- ___--------- _________ ------------ Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RES IDENT IAI.. ( 3 - 4 DU /AC ) SCS Curve Number for Soil(AMC 2) - 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In /Hr) Subarea is RESIDENTIAL (3 - 4 DU /AC) Initial subarea flow length = 164.00(Ft.) Upstream elevation = 61.60(Ft.) Downstream elevation = 60.16(Ft.) Elevation difference = 1.44(Ft.) Slope = .00878 SQ) _ .88 Tc = K( .412)AE(Length - 3) /(Elevation Change)3 - 0.' Initial area time of concentration = 8.168 min. 10.00 Year computed rainfall intensity = 3.308 In /Hr Effective Runoff Coefficient used for total area (Q =CIA) is C = .740 Subarea runoff = .350(CFS) Total initial stream area = .14(Ac.) Pervious ar ea fraction = .600 Initial area FM value = .587(In /Hr) ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +�+ Process from Point /Station 18.00 to Point /Station 4.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA ------- - GO 1G(Ft ) __ ___________ _______________.._ Upstream Elevation ._ Downstream Elevation = 55.99(Ft.) Street Length = 194.00(Ft.) Curb Height = G.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break. = 10.00(Ft.) ile DSK1:NHYDGO.OUI[74,l] printed on 08-Jun-89 16:39:31 Slope from Gutter to Grade Break (U/HZ) = .040 8� Slope from Grade Break to Crown (V/HZ) = .020 �0 Number of Halfstreets Carrying Runoff = l Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/H3) = .030 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) ' Estimated mean flow rate at MIDPOINT of street = .763(CFS) Depth of flow = .240(Ft.) Average Velocity = 2.003(Ft/S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 4.01(Ft.) A� Flow Velocity = 2.00(Ft/S) DepthAVelmcity = .48 �0 Travel time = 1.61 min. TC = 9.78 min. m� Adding Area Flow To Street 10.00 Year computed rainfall intensity = 2.969 In/Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimai Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIB2MTI#L(3 - 4 DU/AC) ' SCS Curve Number for Soil (AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(EM)= .507(In/Hr) 0� Effective Runoff Coefficient used for area (Q=CIA) is C = .722 Subarea runoff = .679(CES) for .34(Ac.) Total runoff = 1.029(CFS) Total area = .48(Ac.) Area averaged FM value = .587(In/Hr) Depth of flow = .261(Ft.) Average Velocity = 2.190(Ft/S) Page 4 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 4.53(Et.) Flow Velocity = 2.00(Ft/S) De9thAVelocity = .52 +++++..+++++++++++++..+++++*+++++++++++++++++++++.+..+++.+++++*++++++++++.+ Process from Point/Station 18.00 to Point/Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA --------------------------------------------------------------------------- ---------------------------------------------------------~------------------ l� �� Year computed rainfall intensity = �.�G9 In/Hr ~ ALD#G INS MAIN STREAM NUMBER: l The flow values used for the stream: 2 are: 0� time of concentration(min.) = 9.78 Rainfall intensity (in./hr/) = 2.97 Total flow area (Acres) = .48 Total runoff (CFS) at confluence point 1~03 Area averaged loss rate QM) = .587 Area averaged pervious ratio (AP) = .600 �~ /2. File DSK1:NHYDRO.OUTE74,13 printed on 08- Jun -89 16:39:39 Page 5 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 5.00 to Point /Station G.00 AAA INITIAL AREA EVALUATION AAA -------------------------------------------------------------- .-------------- Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU /AC) SCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= .587(In /Hr) Subarea is RESIDENTIAL (3 - 4 DU /AC) Initial subarea flow length = 310.00(Ft.) Upstream elevation = 61.20(Ft.) Downstream elevation = 58.00(Ft.) Elevation difference = 3.20(Ft.) Slope = .01032 S( %) = 1.03 Tc = h( .412)AC(Length - 3) /(Elevation Change)] - 0.2 Initial area time of concentration = 10.202 min. 10.00 Year computed rainfall intensity = 2.895 In /Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .718 Subarea runoff = 1.454(CFS) Total initial stream area = .70(Ac.) Pervious area fraction = .600 , Initial area FM value = .587(ln /Hr) L ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station G.00 to Point /Station 4.00 e• AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA ----------------------------------------------------- -------- --------- -- - -._ Upstream Elevation = 58.25(Ft.) Downstream Elevation = 55.99(Ft.) Street Length = 362.00(Ft.) Curb Height - G.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Freak. = 10.00(Ft.) Slope from Gutter to Grade Break. (V /HZ) = .040 Slope from Grade Break to Crown (V /HZ) = .020 Number of Halfstreets Carrying Runoff = 1 Distance from curt to property line = 7.00(Ft.) Slope from curb to property line (V /HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowl.ine = 1.G80(In.) IN Estimated mean flow rate at MIDPOINT of street = 2.632(CFS) Depth of flow = .407(Ft.) Average Velocity = 1.885(Ft /S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 8.17(Ft.) Flow Velocity = 1.89(Ft /S) DepthAVelocity = .77 Travel time = 3.20 min. TC = 13.40 min. qs I File DSK1:NHYDRO.OUT[74,11 printed on 08-Jun-89 16:39:58 Li Adding Area Flow To Street, I^ A^ V ^^M -+-A rainfall intensity 2 , - - 2.458 In/Hr ear Decimal Fraction le Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU/AC) 2.53,3 SCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (Q=CIA) Subarea runoff = 1.634(CES) for 1.13(Ac.) Total runoff = 3.089(CFS) Total area Area averaged FM value = .587(ln/Hr) Depth of flow = .427(Ft.) Average Velocity = 1.979(Ft/S) Page 6 .587(ln/Hr) i - is C = .G85 4 0 1 .83 (Ac. ) am Streetflow Hydraulics at ENDPOINT of street travel L Halfstreet Flow Width = 8.66(Ft.) Flow Velocity = 1.89(Ft/S) Depth*Velocity = .80 +++ + + + + + + + + + + + + + + + + + + + + +• + + + + +•1 ....................................... 4-+++-1. Process from Point/Station 6.00 to Point/Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA ------------------------------------------ L --------------------------------------- AAA Compute Various Confluenced Flow Values AAA ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 2.458 In/Hr ALONG THE MAIN STREAM NUMBER: I The flow values used for the Time of concentration(min.) Rainfall intensity (in./hr/) Total flow area (Acres) = Total runoff (CES) at conflu Area.ayeraqed loss rate (EM) Area averaged pervious ratio Confluence information: stream: 3 are: 13.40 2.46 1.83 ence point = 3.09 = .587 (AP) = .600 Stream ""Mnff Time me Intens i ty Number (CFS) (min.) (inch/hour) -- 1 --------- 5 _ - 12.74 2.53,3 2 1.03 9.78 2.969 3 3.09 13.40 2.458 QSMX(l) = +1.000A1.000A 5.4) + .817A1.000A 1.0) +1.040A .951A 3.1) 9.252 QSMX(2) = +1.223A .768A 5.4) +1.000A1.000A 1.0) +1.273A .730A 3.1) 8.927 ile DSt(1:NHYDRO.OUTC74,1J printed on 08- Jun - 89 16:40:12 QSMX(3) = + .961 *1.000* 5.4) + .785 *1.000* 1.0) +1.000 *1.000* 3.1) 9.04(:) Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: �r 5.36 1.03 3.09 Possible confluenced flow values are: �*+ 9.25 8.93 9.05 € Individual Stream Area values are: 3.05 .48 1.83 Effective Total Area values are: 5.27 4.16 5.36 it Computed confluence estimates are: Runoff(CFS) = 9.25 Time(min.) = 12.744 Effective area as adjusted for time (Acres) _ Total main stream study area (Acres) = 5.36 5.27 Total study area average pervious area fraction(AP) _ .768 Total study area average soil loss rate(FM) _ .583 n Page 7 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.00 to Point /Station 20.00 * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * ** Upstream Elevation = 55.99(Ft.) Downstream Elevation = 55.11(Ft.) Street Length - 75.00(Ft.) Curb Height = 6.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossf3ll Grade Break = 10.00(Ft.) Slope from Gutter to Grade Break (V /H7.) = .040 Slope from Grade Break to Crown (V /HZ) = .020 Number of Halfstreets Carrying Runoff - = 2 Distance from curb to property line 7.00(Ft.) Slope from curb to property line (V /HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street = 9.392(CFS) Depth of flow = .440(Ft.) Average Velocity = 2.79G(Ft /S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.00(Ft.) Flow Velocity = 2.80(Ft /S) Depth *Velocity = 1.23 Travel time = .45 min. TC = 13.19 min. Adding Area Flow To Street 10.00 Year computed rainfall intensity = 2.482 In /Hr Decimal Fraction Soil Group A = 1.000 File DSK1:MHYDRO.OUT[7491] printed on O8-Jun-89 16:40:32 page 8 10.00 Decimal Fraction Soil Group B = .00O intensity = 2.444 In/Hr Decimal Fraction Soil Group C = .000 Fraction Decimal Fraction Soil Group D = .000 = 1.000 0ESIDSNTIAL(3 - 4 DU/AC) Fraction SCS Curve Number for Soil(AMC 2) = 32.0 = .000 Pervious ratio(AP) = .600 Max loss rate(EM)= °587(In/Hr) m� Effective Runoff Coefficient used for area'(Q=CIA) is C = .801 = .000 Subarea runoff = .027(CFS) for .16(Ac.) Fraction Total runoff = 9.278(CES) Total area = 5.�3(��.> is Area averaged EM value = .583(In/Hr) ~ Depth of flow = .438(Ft.) @� Average velocity = 2.784(Ft/S) Me Streetflow Hydraulics at ENDPOINT of street travel 1: Halfstreet Flow Width = 8.96(Ft.) im Flow Velocity = 2.80(Ft/S) DepthAVelmcity = 1.33 &` +++++++++.++++.+*++++++++++++++++++++++++++++++*+++++++*++++.++++++++++++++ -- Process from Point/Station 20.00 to Point/Station 19.00 PM AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA ' ---------------------------------------------------------------------_----- Upstream Elevation = 55.11(Ft.) Downstream Elevation = 54.70(Ft.) Street Length = 50.00(Ft.) . Curb Height = 6.(In.) Street Halfwidth = 25.00(Et.) Distance From Crown to Crossfall Grade Break = 10.00(Ft.) Slope from Gutter to Grade Break (V/H3) = .040 Slope from Grade Break to Crown (V/HZ) = .020 Number of Halfstreets Carrying Runoff = 3 Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/H%) = .020 Gutter width = I.500(Et.) Gutter hike from flowline = l.68O(In.) �M �� Estimated mean flow rate at MIDPOINT of street = 9.415(CFS) -- Depth of flow = .465(Ft.) Average Velocity = 2.463(Ft/S) 0� Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 9.62(Ft.) Flow Velocity = 2.46(Ft/S) DepthAVelocity = 1.14 Travel time = .34 min. IC = 13.53 min. Im Adding Area Flow To Street 10.00 Year computed rainfall intensity = 2.444 In/Hr Decimal Fraction Soil Group A = 1.000 0� Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTI#L(3 ~ 4 DU/AC) ^ GCG Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(EM)= .����In�Hr) iIe DSK1:NHYDBO.OUI[74,1] printed on 00-Jun-89 16:40:49 Page 9 -- = C��� is C = Effective Runoff Coefficient used for area (Q . 795 Subarea runoff = .085(CE8) for .16(Ac.) Total �ono�� = 9.363(CFG) Total area = 5.�9��c.) -- d EM value = Area average v . 583(In/Hr) 0� Depth of flow = .464(Ft.) Average Velocity = 2.462(Et/S) .. Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 9.60(Ft.) -- Flow Velocity = 2.46(Ft/S) BepthAVelocity = 1.14 . +++++++.++++++++++++++++++++++*++++++++++*++++.++++++++++++..++++++++++.+++ Process from Point/Station 20.00 to Point/Station 19.00 AAA CONFLUENCE OF MINOR STREAMS AAA w� _____________________________________________---_-------------------------- ---------------------------------------------------------------------------- 10°00 Year computed rainfall intensity = 2~444 In/Hr ALONG THE MAIN STREAM NUMBER: l The flow values used for the stream: l are: Time of concentration(min. ) = 13.53 Rainfall intensity (in./hr/) = 2.44 - Total flow area (Acres) = 5.59 @� Total runoff (CFS) at confluence point = 9.36 ' Area averaged loss rate (FM) = .583 @� Area averaged pervious ratio (AP) = .758 ........................................................................... Process from Point/Station 7.00 to Point/Station 16.00 AAA INITIAL AREA EVALUATION AAA ------------------ ------ ------------------- ----------------------------------- Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 wn Decimal Fraction Soil Group C = .000 &� Decimal Fraction Soil Group D = .080 Q8SIBENTIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 Pervious ratio(AP) = .600 Max loss rate(EM)= °587(In/Hr) 0� Subarea is RESIDENTIAL (3 - A DU/AC) Initial subarea flow length = 225.00(Et.) Upstream elevation = 57.10(Ft.) Downstream elevation = 55.13(Ft.) Elevation difference = 1.97(Ft.) Slope = .00876 S(X) = .80 Tc = K( .412)A[(Length~3)/(Slevation Change)]-0.2 m� Initial area time of concentration = 9.275 min. . l0.00 Year computed rainfall intensity = 3.066 In/Hr Effective Coefficient Runoff C ��i ient used for total area (Q=CIA) is C = .728 Subarea runoff = .886(CFS) Total initial stream area = .AW�Ac.) 0� Pervious area fraction = .600 ` -- Initial area FM value = .587(In/Hr) File QSK1:NHYDBO.OUI[74,1] printed on 08-Jun-89 16:41:07 Page lO ........................................................................... Process from Point/Station 16.00 to Point/Station 19.00 AAA PIPEFLOW TIME (USER SPECIFIED SIZQ AAA . --------------_--------------------_--------------------------------------- Upstream point elevation = 55.13(Ft.) Downstream point elevation = 54.89(Ft.) ' ' Flow length = 36.00(Et.) Mannings M = .013 No" of pipes = l Required pipe flow = .886(CFS) Given pipe size = 18.#0( In. ) Calculated Individual Pipe flow = .886(CFS) Normal flow depth in pipe = 3.91(In.) 0� Flow top width inside pipe = 14.84( In. ) -- Velocity = 3.I3(Ft/S) Travel time = .19 min. IC = 9.47 min. +++.++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++.+++++++++ + Process from Point/Station 16.00 to Point/Station 19.00 AAA CONFLUENCE OF MINOR STREAMS AAA m� ___________---------------------------------------------------------------- FT AAA Compute Various Confluenced Flow Values AAA Q` ---------------------------------------------------------------------------- 10.00 Year computed rainfall intensity = 3.028 In/Hr -- ALONG THE MAIM STREAM NUMBER: I The flow values used for the Time of concentration(min.) Rainfall intensity (in./hr/) Total flow area (Acres) = Total runoff (CFS) at conflu Area averaged loss rate (FM) Area averaged pervious ratio j Confluence information: �i Q+~==m ~wn��f Time Intensity .~.~.~ ^_._-- ---- ' Number WEG) (min.) (inch/hour) -----------_-----------------------------------------------------------__--- ~ X 9"36 13.53 2.444 2 .89 9.47 3.028 0SMX(l) = +l.000A1.000A 9.4) + .76lA1.000A .9) = 10.037 0SMX(2) = +1.314A .700A 9.4) +l"000A1.000A .9> = 9.493 Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 9.36 .89 Possible confluenced flow values are: 10.04 9.49 Individual Stream Area values are: 5.59 .40 Effective Total Area values are: stream, 2 are: = 9.47 = 3.03 .40 ence point = .89 = .587 (AP) = .600 File gSNl:NHYDBO.OUT[74,1] printed on 08-Jmn-89 16X41:27 Page ll 5.99 4.31 Computed confluence estimates are: Rowmff(CFS) = 10.04 Iime(min.) = 13.529 Effective area as adjusted for time (Acres) = 5.99 Total main stream study area (Acres) = 5.99 N� Total study area average pervious area fraotimn(AP) = .747 Total study area average soil loss rate(FM)' = .504 Uj End of computations, total study area = 6.00(Ac. ) The following figures may �! be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .748 0� AREA AVERAGED SCS CURVE NUMBER = 44.9 ' ADJUSTED SC5 CURVE NUMBER FOR AMC 2 = 44.9 �� �� nA ot �.-il.e DSKI:NHYDRO.OUTL74,13 printed on 08- Jun -89 16:43:37 Page 1 SAN BERNARDINO COUNTY RATIONAL PROGRAM Copyright (c) Civi.lDesign /CivilCadd, 1988 Rational Hydrology Study Date: G- 8 -89 --- «--------------------------------------- T-------------------------------- HYDROLOGY STUDY FOR TRACT 13597 IN THE CITY OF FONTANA , WITH DEVELOPED CONDITIONS COUNTY OF SAN BERNARDINO *SPEGIFIEDr ------------------- ---------- HYDROLOGY INFORMATIONS • ----- - - - -_- ------------------------------------------------- - - - - -- di 2.0 year storm 1 hour rainfall (Inches) _ .GSO Computed rainfall intensity: Storm year = 2.00 1 hour rainfall (Inches) _ .6500 Slope used for intensity curve = .6000 Soil Antecedent Moisture Condition(AMC) = 1 w irr ,�. Process from Point /Station 1.00 to Point /Station * *00 * ** INITIAL AREA EVALUATION --_-_.. _...._.--- ._._....._.._......._ ---__------------------------------------ •---------- - - - - -- Pervious ratio Subarea is UNDEVELOPED - POOR COVER Initial subarea flow length = 350.00(Ft.) Upstream elevation = 70.10(Ft.) S. 6 Downstream elevation = G2.20(Ft.) Elevation difference = 7.90(Ft.) Slope = .02257 SK) = 2.26 Tc = K( .525) *L(Length -3) /(Elevation Change)3 -0.2 Initial area time of concentration = 11.670 min. 2.00 Year computed rainfall intensity = 1.736 In /Hr Effective Runoff. Coefficient used for total area (O =CIA) is C = .465 Subarea runoff = 1.811(CFS) Total initial stream area = 2.24(Ac. ) Pervious area fraction = 1.000 Initial area FM value = .840(In /Hr) Decimal Fraction Soil Group A = 1.000 W Decimal Fraction Soil Group B = .000, Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 Uecimal UNDEVELOPED (POOR COVER) subarea Decimal Fraction Soil Group B = SCS Curve Number for Soil(AMC 2) - G7.0 .000 Adjusted SCS Curve Number for AMC 1 = 47.4 .000 • (AP) = 1 000 Max loss rate(FM)= .840(In /Hr) Pervious ratio Subarea is UNDEVELOPED - POOR COVER Initial subarea flow length = 350.00(Ft.) Upstream elevation = 70.10(Ft.) S. 6 Downstream elevation = G2.20(Ft.) Elevation difference = 7.90(Ft.) Slope = .02257 SK) = 2.26 Tc = K( .525) *L(Length -3) /(Elevation Change)3 -0.2 Initial area time of concentration = 11.670 min. 2.00 Year computed rainfall intensity = 1.736 In /Hr Effective Runoff. Coefficient used for total area (O =CIA) is C = .465 Subarea runoff = 1.811(CFS) Total initial stream area = 2.24(Ac. ) Pervious area fraction = 1.000 Initial area FM value = .840(In /Hr) ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2.00 to Point /Station * * *0 *A* SUBAREA FLOW ADDITION 2.00 Year computed rainfall intensity = 1.736 In /Hr Uecimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 50 ;File DSKI:NHYDRO.OUTC74,1 printed on 08- Jun -89 16:43:43 Page 2 RESIDENTIAL(3 - 4 DU /AC) SCS Curve Number for Soil(AMC 2) = 33.0 Adjusted SCS Curve Number for AMC I = 16.6 Pervious ratio(AP) = .600 Max loss rate(FM)= .565(In /Hr) Effective Runoff Coefficient used for area (Q =CIA) is C = .480 Subarea runoff = .346(CFS) for .33(Ac.) Total runoff = 2.157(CFS) Total area, = 2.57(Ac.) Area averaged FM value = .805(ln /Hr) ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3.00 to Point /Station 4.00 *AA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AA* on Upstream Elevation = 58.17(Ft.) Downstream Elevation = 55.99(Ft.) Street Length - 160.00(Ft.) Curb Height - G. (In. ) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break. = 10.00(Ft.) * Slope from Cutter to Grade Break. (V /HZ) = .040 Slope from Grade Break to Crown (V /HZ) = .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V /HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street = 2.355(CFS) No Depth of flow = .289(Ft.) Average Velocity = 1.94G(Ft /S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 5.22(Ft.) Flow Velocity = 1.95(Ft /S) DepthAVelocity = .5G Travel time = 1.37 min. TC = 13.04 min. Adding Area Flow To Street 11 t 2.00 Year computed rainfall. intensity = 1.624 In /Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 RESIDENTIAL(3 - 4 DU /AC) SCS Curve Number for Soil.(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 1 = 16.6 Pervious ratio(AP) = .600 Max loss rate(FM)= Effective Runoff Coefficient used for area (n =CIA) Subarea runoff = .193(CFS) for .47(Ac.) Total runoff = 2.350(CFS) Total area = Area averaged FM value = .767(ln /Hr) Depth of flow = .289(Ft.) ,. Average Velocity = 1.94G(Ft /S) .565(In /Hr) is C = .470 3.05(Ac.) 6% File DSK1:NHXDBO.OUT[74,l] printed on O8-Jun-89 16:44:01 Page 3 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 5.21(Ft.) Flow Velocity = 1.95(Et/S) DepthAVelocity = .56 +++++++++++++++++++++++++++++++++++++++++++++++++++.+++++.*+++++.++++++++++ 0� Process from Point/Station 3.00 to Poi 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA --------------------------------------- ----------------------------------- ~--------------------------------------------------------------------------- 3.00 Year computed rainfall intensity = 1.624 In/Hr ALONG THE MAIN STREAM NUMBER: l . The flow values used for the stream: l are: w� Time of concentration(min. ) = 13.04 ~~ Rainfall intensity (in./hr/) = 1.62 Total flow area (Acres) = 3.05 Total runoff (CPS) at confluence point = 2.35 Area averaged loss rate (EM) = .767 Area averaged pervious ratio (AP) = .895 w� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++ Process from Point/Station 17.00 to Point/Station 18.00 AAA INITIAL AREA EVALUATION AAA �� _�----------------------------------�--------_----------------------------- qm Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 R8GIDENTIAL(3 - 4 DU/AC) A SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC l = 16.6 Pervious ratio(AP) = .GOO Max loss rate(FM)= .565(In/Hr) Subarea is RESIDENTIAL (3 - 4 DU/AC> Initial subarea flow length = 164.00(Ft.) Upstream elevation = 61.60(Ft.) ~' Downstream elevation = 60.16(Ft.) Elevation difference = 1.44(Ft.) Slope = .00878 S(%) = .88 Tc = K( . 4l2)A[(Length~3)/(Slevation Change)] ~� Initial area time of concentration = 8.168 min. 2.00 Year computed rainfall intensity = 2.150 In/Hr Effective Runoff Coefficient used for total area (Q=CIA) is C = .664 Subarea runoff = .204(CES) Total initial stream area = .14(Ac.) pervious area fraction = .600 Initial area FM value = .565(In/Hr) ? .......................................................................... Process from Point/Station 18.00 to Point/Station 4.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA --------------------------------------------------------------------~------ ` Upstream Elevation = 6O.l6(Ft.) Downstream Elevation = 55.99(Et.) �� �� File DSKI:NHYDRO.OU'1t74,1] printed on 08- Jun -89 16:44:22 Street Length - 194.00(Ft.) Curt Height = 6.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break = 10.00(Ft.) Slope from Gutter to Grade Break. (V /HZ) = .040 Slope from Grade Break. to Crown (V /HZ) = .020 Number of Hal.fstreets Carrying Runoff = 1 Distance from curb to property line = 7.0(Ft.) Slope from curt to property line (V /HZ) = .020 Gutter width = 1.500(Ft,.) Gutter hike from fl.owline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street = .445(CFS) Depth of flow = .207(Ft.) Average Velocity = 1.707(Ft /S) Streetflow Hydraulics at MIDPOINT of street travel IN Halfstreet Flow Width = 3.17(Ft.) Flow Velocity = 1.71(Ft /S) Depth*Velocity = .35 Travel time = 1.89 min. TC = 10.06 min. Adding Area Flaw To Street IN 2.00 Year computed rainfall intensity = 1.897 In /Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 IN Decimal Fraction Soil Group C = .000 Decimal Fraction Sail Group D = .000 RESIDENTIAL(3 - 4 DU /AC) SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC 1 = 16.6 Pervious ratio(AP) = .600 Max lass rate(FM)= .565(In /Hr) Effective Runoff Coefficient used for area (Cl =CIA) is C = .632 Subarea runoff = .372(CFS) for .34(Ac.) m Total runoff = .576(CFS) Total area = .48(Ac.) Area averaged FM value = .565(In /Hr) 00 Depth of flow = .222 (Ft . ) Average Velocity = 1.842(Ft /S) M Page 4 Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 3.55(Ft.) Flow Velocity = 1.71(Ft /S) DepthAVelocity = .38 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 18.00 to Point /Station 4.00 AAA CONFLUENCE OF MINOR STREAMS AAA ________________----_---_-____----___----------------------- ____ -___ i------ ----- --------- --------- ---------`---__-_---- ----- -____--_____-____- 2.00 Year computed rainfall intensity 1.897 In /Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 10.06 Rainfall intensity (in. /hr /) = 1.90 g3 File DSKl:NHYDBO.OUI[74,1] printed on 08-Jun-89 16:44:40 Rage 5 Total flow area (Acres) = .48 Total runoff tCFS> at confluence point = .58 Area averaged loss rate (EM) = .565 Area averaged pervious ratio (AP) = .600 m� ++++++++++++++++++++++++++++++++++++++.+++..+++.++.+.+..++++++.*++++.+.+++++ Process from Point/Station 5.00 to Point/Station 6.00 m� AAA INITIAL AREA EVALUATION AAA ----------------------------------- --------------------------------------------------- w� Decimal Fraction Soil Group A = 1.000 � Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 0 BESIDSNT IML(3 - 4 DU/AC ) N� SCS Curve Number for Soil(AMC 2) = 32.0 Adjusted SCS Curve Number for AMC l = 16.6 Pe ratio(AP) = .600 Max loss rate(FM)= .565(In/Hr) 0� Subarea is RESIDENTIAL (3 - 4 DU/AC> Initial subarea flow length = 310.00(Ft.) Upstream elevation = 61.30(Ft.) � Downstream elevation = 58.00(Ft.) Elevation difference = 3.20(Et.) Slope/ = .01032 S(%) = 1.03 @� Ic = K( ^ 4l2)A[(Length~3)/(2levation Change)]~0.2 0� °� Initial area time of concentration =, 10.202 min. 2.00 Year computed'rainfall intensity = 1.882 In/Hr No Effective Runoff Coefficient used for total area if (Q=CIA) is C = .63O Subarea runoff = .830(CES) Total initial stream area = .70(Ac.) Q� Pervious area fraction = .600 N� Initial area EM value = .5G5(In/Hr) ........................................................................... process from Point/Station 6.00 to Point/Station 4.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA -------------------_----------------------------_--~------_-- ------------- Upstream Elevation = 58.25(Ft.) Downstream Elevation = 55.99(Ft.) Street Length = 362.00(Et.) Curb Height = 6.(In.) Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break = 10;00(Ft.) Slope from Gutter to Grade Break (V/HZ) = .040 Slope from Grade Break to Crown (V/H3) = .020 Number of Halfstreets Carrying Runoff = I Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V/HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) � Estimated mean flow rate at MIDPOINT of street = 1.502(CFS) Depth of flow = .346(Ft.) ` Average Velocity = 1.595(Ft/S) "� �, File D8Kl:NHYDBQ.OUI[74, printed on 08-Jon-89 16:44:57 Page 6 Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 6.64(Ft.) Flow Velocity = 1.60(Et/S) DepthAVelocity = °55 Travel time = 3.78 min. IC = 13.98 min. m� Adding Area Flow To Street ` 3.00 Year computed rainfall intensity = 1.558 In/Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .00O qm Decimal Fraction Soil Group C = .000 u� Decimal Fraction Soil Group D = .000 BESIDSNIIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 w� " Adjusted SCS Curve Number for AMC l = 18.6 No - Pervious ratio(AP) = .680 Max loss rate(EM)= .565( In/Hr ) Effective Runoff Coefficient used for area (0=CIA) is C .574 Subarea runoff = ~809(CFS) for 1.13(#c.) t` Total runoff = 1.639(CES) Total area = I.03(Ac.) — d �M value = Area average va . 565(In/Hr) Depth of flow = . 354(Ft . ) m� Average Velocity = 1.637(Ft/S) Streetflow Hydraulics at ENDPOINT of street travel Halfstreet Flow Width = 6.86(Et.) . Flow Velocity = 1.60(Et/S) DepthA0elmcity .57 mW +++++++++++++++++++++++++++++++++++++++*++++..++++.*.+..++.++..+++++.++++++ Process from point/Station 6.00 to Point/Station 4.00 Is AAA CONFLUENCE OF MINOR STREAMS 04 � ~~ ------------- AAA Compute Various Confluenced - Flow - Values __ ------------------------------- 2.00 Year computed rainfall intensity = 8.558 In/Hr go ALONG THE MAIN STREAM NUMBER: l I m� The flow values used for the stream: 3 are: Time of concentration(min.) = 13.98 Rainfall intensity (in./hr/) = 1.56 Total flow area (Acres) = 1.83 Total runoff (CFS) at confluence point = 1.64 Area averaged loss rate (EM) = .565 Area averaged pervious ratio (AP) = .600 0� Confluence information: N� Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) 3� --------------- ---------- ------------ � ___________________~_____~~___________ 1.624 l 2.35 13.04 3 .50 10.06 1.897 3 1.64 13.98 1.558 U� QSMX(l) = ` +1.000A1,000A 2.3) + .795Al.000A .6) �� �� File DSKI:NHYDRO.OUTC74vll printed on 08- Jun -89 16:45:16 do Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 2.35 .58 1.64 Possible confluenced flow values are: 4.44 4.55 4.23 Individual Stream Area values are: 3.05 .48 1.83 'n Effective Total Area values are: 5.24 4.15 5.36 Computed confluence estimates are: Runoff(CFS) = 4.55 Time(min.) = 10.063 Effective area as adjusted for time (Acres) = 4.15 Total main stream study area (Acres) 5.36 Total study area average pervious area fraction(AP) _ .768 Total study area average soil loss rate(FM) = .680 1 71 Page 7 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.00 to Point /Station 20.00 .k,kik STREET FI.,OW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Upstream Elevation = 55.99(Ft.) Downstream Elevation = 55.11(Ft.) Street Length = 75.00(Ft.) Curb Height G.(In.) Street Halfwi.dth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break = 10.00(Ft.) Slope from Gutter to Grade Break (V /HZ) = .040 Slope from Grade Break to Crown (V /HZ) = .020 Number of Hal.fstreets Carrying Runoff = 2 Distance from curb to property line 7.00(Ft.) Slope from curb to property line (V /H7.) = .020 Gutter width = 1.500(Ft.) i® Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street = 4.638(CFS) Depth of flow = I . 358 (Ft . ) Average Velocity = 2.265(Ft /S) Streetflow Hydraulics at MIDPOINTof street travel Halfstreet Flow Width = 6.94(Ft.) Flow Velocity = 2.27(Ft/S) DepthAVelocity = .81 +1.067A .933* 1.6) .- 4. 4 3 8 L18MX(2} =- +1.319* .772A 2.3) +1.000A1.000A .G) +1.342* .720A 1.6) 4.550 QSMX(3) = + .922AI.000A 2.3) j + .7451.000* .6) +1.000A1.000A 1.6) 4.235 do Rainfall intensity and time of concentration used for 3 streams. Individual stream flow values are: 2.35 .58 1.64 Possible confluenced flow values are: 4.44 4.55 4.23 Individual Stream Area values are: 3.05 .48 1.83 'n Effective Total Area values are: 5.24 4.15 5.36 Computed confluence estimates are: Runoff(CFS) = 4.55 Time(min.) = 10.063 Effective area as adjusted for time (Acres) = 4.15 Total main stream study area (Acres) 5.36 Total study area average pervious area fraction(AP) _ .768 Total study area average soil loss rate(FM) = .680 1 71 Page 7 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 4.00 to Point /Station 20.00 .k,kik STREET FI.,OW TRAVEL TIME + SUBAREA FLOW ADDITION AAA Upstream Elevation = 55.99(Ft.) Downstream Elevation = 55.11(Ft.) Street Length = 75.00(Ft.) Curb Height G.(In.) Street Halfwi.dth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break = 10.00(Ft.) Slope from Gutter to Grade Break (V /HZ) = .040 Slope from Grade Break to Crown (V /HZ) = .020 Number of Hal.fstreets Carrying Runoff = 2 Distance from curb to property line 7.00(Ft.) Slope from curb to property line (V /H7.) = .020 Gutter width = 1.500(Ft.) i® Gutter hike from flowline = 1.680(In.) Estimated mean flow rate at MIDPOINT of street = 4.638(CFS) Depth of flow = I . 358 (Ft . ) Average Velocity = 2.265(Ft /S) Streetflow Hydraulics at MIDPOINTof street travel Halfstreet Flow Width = 6.94(Ft.) Flow Velocity = 2.27(Ft/S) DepthAVelocity = .81 File DSKI:NHYDRO.OUTE74,1 printed on 08- Jun -89 16:45:32 Page 8 Travel time = .55 min. TC = 10.61 min. Adding Area Flow To Street Street Length = 50.00(Ft.) 2.00 Year competed rainfall intensity = 1.838 In /Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group B = .000 Break = 10.00 {Ft.) Decimal Fraction Soil Group C = .000 .040 Decimal Fraction Soil Group D = .000 _ .020 RESIDENTIAL(3 - 4 DU /AC) Number of Halfstreets Carrying Runoff = 2 SCS Curve Number for Soil(AMC 2) = 32.0 Distance from curb to property line = Adjusted SCS Curve Number for AMC 1 = 16.6 44 = 600 Max loss rate(FM)= .565(In /Hr) o Pervious ra i . The Area added to the existing stream causes a a lower flow rate of 0 = 4.509(CFS) therefore the upstream flow rate of 0 = 4.550(CFS) is being used. Effective Runoff Coefficient used for area (Q =CIA) is C = .738 Subarea runoff = .000(CFS) for .16(Ac.) Total runoff = 4.550(CFS) Total area = 4.31(Ac.) Area averaged FM value = .676(In /Hr) Depth of flow = .356(Ft.) Average Velocity = 2.252(Ft /S) Streetflow Hydraulics at ENDPOINT of,street travel Halfstreet Flow Width = 6.89(Ft.) Flow Velocity = 2.27(Ft /S) DepthAVelocity = .81 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 20.00 to Point /Station 19.00 AAA STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION AAA w ----------- ._ - - -_ -------- .__.- .-- ------------ -- ---- ------- ...._----- ._- - ---- r Estimated mean flow rate at MIDPOINT of street = 4.635(CFS) Depth of flow = .377(Ft.) - Average Velocity 1.999(Ft /S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 7.41(Ft.- Flow Velocity = 2.00(Ft /S) DepthAVelocity = .75 Upstream Elevation = 55.11(Ft.) Downstream Elevation = 54.70(Ft.) Street Length = 50.00(Ft.) Curb Height Street Halfwidth = 25.00(Ft.) Distance From Crown to Crossfall Grade Break = 10.00 {Ft.) Slope from Gutter to Grade Break. (V /HZ) .040 Slope from Grade Break to Crown (V /HZ) _ .020 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line = 7.00(Ft.) Slope from curb to property line (V /HZ) = .020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.680(In.) r Estimated mean flow rate at MIDPOINT of street = 4.635(CFS) Depth of flow = .377(Ft.) - Average Velocity 1.999(Ft /S) Streetflow Hydraulics at MIDPOINT of street travel Halfstreet Flow Width = 7.41(Ft.- Flow Velocity = 2.00(Ft /S) DepthAVelocity = .75 File DSK1:NHYDBO.OUI[74,1] printed on 08-Jun-89 16:45:50 Travel time = .42 min. IC = 11.03 min. Adding Area Flow To Street 2.00 Year computed rainfall intensity = 1.796 In/Hr Decimal Fraction Soil Group A = 1.000 Decimal Fraction Soil Group 8 = .000 ' Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .00O N� BSSIDSNIIAL(3 - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 SCS Curve Number for AMC l = 16.6 0� Pervious ratio(AP) = . 600 Max loss rate(EM)= .565(In/Hr) The Area added to the existing stream causes a a lower flow rate of Q = 4.523(CES) therefore the upstream flow rate of Q = 4.550(CFS) m� is being used. Effective Runoff Coefficient used for area (Q=CIA) is C = .728 Subarea runoff = .000(CFS) for .16(Ac.) N� Total runoff = 4.550(CES) Total area = 4.47(Ac. ) Area averaged FM value = .672(In/Hr) Depth of flow = .375(Ft.) ~~ Average Velocity = l .989(Ft/S) Straetflow Hydraulics at ENDPOINT of street travel m� Halfstreet Flow Width = 7.36(Ft.) . Flow Velocity = 2.00(Ft/S) DepthAVelocity = .75 Page 9 ~~ +++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++ Process from Point/Station 20.00 to point/Station 19.00 AAA CONFLUENCE OF MINOR STREAMS AAA --------------------------------------------------------------------------- ----2 -. -O0 ---Xea� ----------computed ----r----ain�al---1 ----intensity --------= ------ 1.796-In/Hr ---------------------- ~~ � ALONG THE MAIN STREAM NUMBER: l The flow values used for the stream: l are: -- Time of concentration(min.) = 11.03 R ainfall intensity (in./hr/) = 1.80 Total flow area (Acres) = 4.47 Total runoff (CFS) at confluence point = 4.55 Area averaged loss rate (EM) = .672 Area averaged pervious ratio (AP) = .756 ........................................................................... Process from Point/Station 7.00 to Point/Station 16.00 m� AAA INITIAL AREA EVALUATION AAA ------- -------- ---- --- - ----------------------------------------------- N� Decimal -Fraction -Soil -8roup-A - = l .00O Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = .000 BSSIDSNTIAW - 4 DU/AC) SCS Curve Number for Soil(AMC 2) = 32.0 W� ^R �� �� File DSK1 „NHYDRO.DUTE74,11 printed on 08- Jun -89 16:46:09 0 It Adjusted SCS Curve Number for AMC 1 = 16.6 Pervious ratio(AP) = .600 Max loss rate(FM)= .565(In /Hr) Subarea is RESIDENTIAL (3 - 4 DU /AC) Initial subarea flow length = 225.00(Ft.) Upstream elevation = 57.10(Ft.) Downstream elevation = 55.13(Ft.) Elevation difference = 1.97(Ft.) Slope = .00876 S("/.) = .88 Tc = K( .412)AK Length - W (Elevation Change)] - 0.2 Initial area time of concentration = 9.275 min. 2.00 Year computed rainfall intensity = 1.993 In /Hr Effective Runoff Coefficient used for total area (C1 =CIA) is C = .645 Subarea runoff = .510(CFS) Total initial stream area = .40(Ac.) Pervious area fraction = .600 Initial area FM value = .565(In /Hr) Page 10 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +•F Process from Point/Station 16.00 to Point /Station 19.00 AAA PIPEFLOW TIME (USER SPECIFIED SIZE) AAA Upstream point elevation = Downstream point elevation = Flow length = 36.00(Ft.) No. of pipes = 1 Required Given pipe size = 18.00(ln.) Calculated Individual Pipe fl Normal flow depth in pipe = Flow top width inside pipe = Velocity = 2.66(Ft /S) 55.13(Ft.. ) 54.89 (Ft. Mannings N = .013 pipe flow = .510(CFS) ow = .510(CFS) 2.98(In.) 13.38(In.) Travel time - .23 min. TC = 9.50 min. ..... .......... .....++++++++++++.......... + + + + + + + + + + + + + + + + + + + + + + + +..... ++ Process from Point /Station 16.00 to Point /Station 19.00 AAA CONFLUENCE OF MINOR STREAMS AAA AAA Compute Various Confluenced Flow Values AAA ----------------------------------------------------------------------------- 2.00 Year computed rainfall intensity = 1.9G4 In /Hr ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the Time of concentration(min.) Rainfall intensity (in. /hr /) Total flow area (Acres) = Total runoff (CFS) at conflu Area averaged loss rate (FM) Area averaged pervious ratio Confluence information: stream: 2 are: = 9.50 - 1.96 .40 ence point = .565 (AP) = .600 .51 Stream runoff Time Intensity Number (CFS) (min.) (inch /hour) 1 4.55 11.03 1.79(-.) 2 .51 9.50 1.964 5 File DSK1:NHYDBO.OUT[74,1] printed on 08-Jun-89 16:46:30 QSMX(l) = +1.000A1.000A 4.6) + .88OA1 .000A .5) ' = 4.999 QSMX(2) = +1.150A .861A 4.6) | +l.000A1.000A .5> = 5.01E) 0� Rainfall intensity and time of concentration used for 2 streams. Individual stream flow values are: 4.55 . 5l w� Possible confluenced flow values are: 5.00 5.02 Individual Stream Area values are: 4.47 .4O ' Effective Total Area values are: 4.87 4.25 0� Computed confluence estimates are: Bunoff(CES) = 5.03 Time(min.) = 9.500 Effective area as adjusted for time (Acres) = 4.25 0� Total main stream study area (Acres) = 4.87 Total study area average pervious area fraction(AP) = Total study area average soil loss rate(FM) = .663 ^ .743 End of computations, total study area = 6.08(Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. � AREA AVERAGED PERVIOUS AREA FRACTION(AP) = .748 AREA AVERAGED SCS CURVE NUMBER = 44.9 ADJUSTED SCS CURVE NUMBER FOR AMC l = 26.9 IF ' Page 11. U� Q� � Ur 1 ld l SUMMARY UNDER DEVELOPED CONDITIONS, THE Q WILL BE AS FOLLOW: 1. FOR 100 YEAR STORM: Q100 = 17.92 CFS 2. FOR 25 YEAR STORM: Q25 = 12.52 CFS 3. FOR 10 YEAR STORM: Q10 = 10.04 CFS 4. FOR 2 YEAR STORM: Q2 = 5.02 CFS bi r vlll Fl 11 1"I m HYDROLOGY STUDY FOR TRACT 13597 UNDER DEVELOPED CONDITIONS UNIT HYDROGRAPH FOR 100 YEAR STORM, 24 HOUR UNIT HYDROGRAPH FOR 25 YEAR STORM, 24 HOUR me UNIT HYDROGRAPH FOR 10 YEAR STORM, 24 HOUR UNIT HYDROGRAPH FOR 2 YEAR STORM, 24 HOUR Fl 11 1"I m e HYDROLOGY STUDY FOR TRACT 13597 UNDER DEVELOPED CONDITIONS UNIT HYDROGRAPH FOR 100 YEAR STORM, 24 HOUR E D D t1 F fat 0SKl:TA1.01.1TC74,1.1 printed on 09- Jun -89 06:1.2:50 Page 1• +++++++++++++++++++++++++++++++++++++++++++++ + + ++ + + +++ + + + + + + + + + + ++ + + ++ + + + +•4 San Bernardino County Unit Hydrology Method Manual Date - August 1986 Copyright (c) CivilCadd /CivilDesign, 1988 +++++++++++++++++++++++++++++•+++++++++++++++ F+ + + + + + + + + +•F + + + + + + + + + + + ++ + + + +4 + + + + + + + + ++ PROJECT TITLE HEAI:iING: +++++++++++++ + + + + + + + + +•f + + + + + + + +•a + + + + + + ++ UNIT HYDROGRAPH FOR 'TRACT 13597, WITH DEVELOPED CONDITIONS 100 YEAR STORM CITY OF FONTANA, COUNTY OF SAN BERNARDINO 1!A +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +i- `_ ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ U N I 'T - H Y D R O G R A P H A N A L Y S I S 1.00 Y E A R S T O R M ANTECEDENT MOISTURE CONDITION = :4 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Area Averaged Rainfall Intensity Isohyetal Data: Sub -Area Duration Intensely (Acres) (Hours) (Inches) RAINFALL DATA FOR YEAR 100 (1.08 1 1.50 ---------------------------------------------------------------------- - - - - -- RAINFALL DATA FOR YEAR 100 6.08 6 3.80 ------------------------------------------------------------------------ - - - -•- RAINFALL DATA FOR YEAR lU0 6 08 24 9 20 ++++++++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ �I V The 2 4 hoer rainfall figure used to Ca A the soil loss rate= Fm and Yto = 6.000 Inches Formulas used: Y = (P24 -la "2 / (11"s4- Ia +S)P24 where F = 1000 /SCS(CN) - 10 Yb = 1 - Y(a rpa averaged) .p = 1 - Y ; and Fm = AP A Fp ******** AREA- AVERAGED MA:x LOSS RATE, FM AAAAAA *f SCS CURVE SCS CURVE AREA AREA EP AP FM NO.(AMCII) NO.(AMC:3i (ACRES) FRACTION (IN /HR) (DEC.) (IN /HR) 44.9 64.9 6.08 1.000 .470 .748 .352 Area - Averaged Adjusted Loss Rate FM (IN /HR)= .352 AAAA *** ** AREA- AVERAGED LOW LOSS RAZE FRACTION, YBAAAAAAAA* �I V Area--Averaged Catchment Yield Fraction. Y =• .534 Area- Averaned Low Loss Fraction, Yb = .466' T ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + ++ 7. User entry of time of concentration (Hours) _ . 220 Watershed Area = 6.080 Acres 'LAG' Time = .1'/6 Hours Unit Hydrograph Time Unit = 5.000 Minutes Unit Interval rercf- ?nt•a-3? Of Lag Time = 47.413 Hydrograph Haseflow = .000(CFS) ha.:imum Watershed Loss Rate(FM) (In /Hr) _ .352 Low Loss Rate Percentage(Yb) (Decimal) _ .466 Valley Developed S -Graph Selected Computed Peak. 5- Minute Rainfall(Inches)= .555 Computed Peak. 30- Minute Rainfall(Inches)= 1.137 Specified Peak. 1 -Hour Rainfall(Inches)= 1.500 Computed Peak. 3 -Hour Rainfall(Inches)= 2.652 �!* Specified Peak. G -Hour Rainfall(Inches) = 3.800 Specified Peak 24 -Hoer Rainfall(Inches)= 9.200 Rainfall Depth Area Reduction Factors: Using a TOTAL Area of 6.08 Acres (Ref: Fig. E -4) 5- Minute Factor = 1.000 Adjusted Rainfall = .555 30- Minute Factor = 1.000 Adjusted Rainfall = 1.136 1 -Hour Factor = I.000 Adjusted Rainfall = 1.500 3 -Hour Factor = 1.000 Adjusted Rainfall = 2.657 u -Hour factor = 1.000 Adjusted Rainfall = 3.800 24 -Hour Factor = 1.000 Adjusted Rainfall = 9.200 f! +• F•• F+++• 1•+ t++• 1•++• f.++++• fr+ . .•F+ +......t + + + + + +. + + + +•F •F. ++i' + + +++ +• ..•f ++ ++•1•'1"1.x' +. + +f U N I T H Y D R 0 G R A P H ++++++++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + + + + + + + + + + + + + + + + + +++ Unit Hydro Determination ------------------------------------------------------------------- ------ - - - - -- ]INTERVAL 'S' GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------ 1---------- - - - - -- - 3 4.13± �-04- �------------ _-- ________ A 2 2 26.956 16.778 3 64.51: 27.615 4 87.524 16.921 5 96.039 6.261 6 98.492 1.804 7 99.347 .629 8 100.000 .480 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + ++ + + + + + + + + + + + + + + ++ ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ PEAK UNIT ADJUSTED MASS RAINFALL UNIT RAINFALL NUMBER (INCHES) (INCHES) .56 File DSKI :TAI .OUT[74, 13 printed on 09- Jun -89 08:13:05 Page '2 AREA AREA �13CS CN SCS CN S PERVIOUS (ACRES) FRACI 4. .748 (AMC2) 44.9 (AMC3) 64.9 5.41 YIELD FR .390 1.53 .2.32 98.0 98.0 .20 .960 Area--Averaged Catchment Yield Fraction. Y =• .534 Area- Averaned Low Loss Fraction, Yb = .466' T ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + ++ 7. User entry of time of concentration (Hours) _ . 220 Watershed Area = 6.080 Acres 'LAG' Time = .1'/6 Hours Unit Hydrograph Time Unit = 5.000 Minutes Unit Interval rercf- ?nt•a-3? Of Lag Time = 47.413 Hydrograph Haseflow = .000(CFS) ha.:imum Watershed Loss Rate(FM) (In /Hr) _ .352 Low Loss Rate Percentage(Yb) (Decimal) _ .466 Valley Developed S -Graph Selected Computed Peak. 5- Minute Rainfall(Inches)= .555 Computed Peak. 30- Minute Rainfall(Inches)= 1.137 Specified Peak. 1 -Hour Rainfall(Inches)= 1.500 Computed Peak. 3 -Hour Rainfall(Inches)= 2.652 �!* Specified Peak. G -Hour Rainfall(Inches) = 3.800 Specified Peak 24 -Hoer Rainfall(Inches)= 9.200 Rainfall Depth Area Reduction Factors: Using a TOTAL Area of 6.08 Acres (Ref: Fig. E -4) 5- Minute Factor = 1.000 Adjusted Rainfall = .555 30- Minute Factor = 1.000 Adjusted Rainfall = 1.136 1 -Hour Factor = I.000 Adjusted Rainfall = 1.500 3 -Hour Factor = 1.000 Adjusted Rainfall = 2.657 u -Hour factor = 1.000 Adjusted Rainfall = 3.800 24 -Hour Factor = 1.000 Adjusted Rainfall = 9.200 f! +• F•• F+++• 1•+ t++• 1•++• f.++++• fr+ . .•F+ +......t + + + + + +. + + + +•F •F. ++i' + + +++ +• ..•f ++ ++•1•'1"1.x' +. + +f U N I T H Y D R 0 G R A P H ++++++++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + + + + + + + + + + + + + + + + + +++ Unit Hydro Determination ------------------------------------------------------------------- ------ - - - - -- ]INTERVAL 'S' GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------ 1---------- - - - - -- - 3 4.13± �-04- �------------ _-- ________ A 2 2 26.956 16.778 3 64.51: 27.615 4 87.524 16.921 5 96.039 6.261 6 98.492 1.804 7 99.347 .629 8 100.000 .480 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + ++ + + ++ + + + + + + + + + + + + + + ++ ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ PEAK UNIT ADJUSTED MASS RAINFALL UNIT RAINFALL NUMBER (INCHES) (INCHES) .56 File DSKI:TAI.OU'.1'C74,11 printed on 09 -Jan -139 08:13:24 Page a 2 .73 . L8 3 .86 .l3 4 .97 .11. 5 1.06 .09 {; 1.14 .08 7 1.21 .07 8 1.28 .07 9 1.34 .Ga 10 1.39 .06 11 1.45 .0 :, 12 1.50 .05 13 1 .56 . 0 (� .. 14 1.62 .06 15 1.68 .06 16 1.74 .06 17 1.80 LS 1.85 .05 19 1.90 . U`, 20 1.95 .05 21 2.00 .05 22 .05 .oJ 23 2.10 .0`5 24 :, . 15 . 05 25 2.19 .U`:) 27 . 04 28 : >.3.? .04 29 2.37 .04 30 2.41 .04 31 2.4b .04 32 2.49 .04 33 ?.54 .04 34 2.57 .04 35 2.61 .04 36 2.65 .04 ;3 7 2.69 .04 38 2.73 .04 39 40 2.76 2.80 .04 .04 41 2.84 .04 42 2.87 .04 43 2.91 .04 44 2.94 .03 45 2.98 .0 46 3.01. .03 47 3.05 .0:3 48 3.08 .0:3 4S, 3.11 .0:3 50 51 3.14 :.3.18 .03 .Ua 53 3.24 .0 3 54 3.27 .03 55 :3.30 .0: 56 3.34 .03 57 3.37 .0:3 58 3.40 .03 59 :3.43 .03 i;0 3.46 .03 L0,10 File LISK1 :TAI .OIJT174,II printed on 09- :tun -89 08:13:41 Page 4 61 3.49 .03 62 3.52 .03 1,3 3.55 .03 64 3.57 .03 65 3.60 .03 G6 :3.63 .0:3 G7 3.66 .03 68 3.69 .03 69 3.72 .03 70 3.74 .0 :3 1W 71 3.77 .03 72 3.80 .0-3 �. 73 3.83 .03 74 `3.87 .03 75 3. 90 . 0:3 76 :3.9:3 .03 77 3.97 .03 iw 78 4.00 .03 79 4.03 .03 80 4.06 .0 81 4.10 .03 82 4.13 .03 83 4.16 .03 * 84 4.19 .03 85 4.22 .03 86 4.26 .03 87 4.29 .03 88 4.32 .03 89 4.35 .03 90 4.:38 .03 91 4.41 .03 92 4.44 .03 93 4.47 .03 94 4.50 .0;3 95 4.53 .03 96 4.5% .03 97 4.CO .03 98 4.63 .0:3 99 4.66 .03 100 4.69 .03 101 4.72 .013 102 4.7 .03 103 4.77 .03 104 4.80 .03 1.05 4.83 .03 1.06 4.86 .0:3 107 4.89 .03 108 4.92 .0:3 L09 4.95 .03 110 4.98 .0:3 111 5.01 .0:3 112 5.04 .0:3 113 5.07 .03 114 5.09 .0:3 115 5.12 .03 116 5.15 .0.3 117 5.18 .03 118 5.21 .0�3 11.9 5.24 .03 File USKl:%A-1 .UU%[?4,I] printed or, 09-Jun-89 08:13:59 Page 5 -- 1.20 .O3 S� 1.21 122 5.39 5.32 .03 .03 1.23 5.35 .03 1.24 5.37 .03 125 5.40 .O3 126 5.43 .03 127 5.46 .03 128 5.48 .03 129 5.51 .03 � 130 5.54 .03 131 5.57 .03 132 5.59 .03 133 5.63 .03 iw 134 5.65 .03 135 5.67 .03 on 136 5.70 .03 ow 137 5.73 .03 L38 5.75 ..03 139 5.78 .03 ` 1.40 5.81 .03 141 5.83 .03 L42 5.86 .03 =� 143 5.89 .03 ' 144 5.9) .03 145 94 .O3 146 5.96 147 5.99 .03 148 6.O2 .03 149 6.04 .OJ 150 6.O7 ~03 ! 151 6.09 .03 152 6.12 .O3 153 6.l5 .03 i54 6.17 .03 � 155 6.20 .03 156 6.22 .03 157 6.25 .03 158 6.27 .03 159 6.30 .03 160 6.3% .03 161 6.35 .03 �J 1.62 6.37 .03 163 6.4O .O3 L64 6.42 .03 165 6.45 .02 i66 6.47 .02 - 167 6.50 .02 168 6.52 .02 0� 169 6.55 .03 170 6.57 .02 171 6.60 .02 172 6.62 .02 �� 173 6.65 .01", x0 ~~ 174 6.67 .O2 175 6.70 .O2 L76 6.72 .02 1.77 6.74 .0J 1.78 6.77 .02 � ,M w~ �� . File DSK%l:TA1.OUTC74,1:1 printed on 09- .1un -89 08:14:15 Page 6 179 6.79 .02 180 6.82 .0? 181 G.84 .02 182 6.87 .0:? 183 6.89 .02 184 6.91 .0'. 185 6.94 .02 186 6.96 .03 on 187 6.98 .02 188 7.01 .02 1.89 7.03 .02 190 7.06 .02 wir 191 7. 08 .0 2 1.92 7.10 .0A. 193 7. 1 3 .02 1.94 7.15 .0 2. L95 7.1.7 .02 196 7.20 .03 197 7.22 .02 198 7.24 .0 2 t99 7.27 .02 +�+ 200 7.29 .02 20 7.31 .02 *' 202 7.34 .02 203 7.36 .02 204 7.38 .02 205 7.41 .02 206 7.43 .0 M7 7.45 .02 2 08 7.48 .02 a�. 209 7.50 .02 21 7.52 .02 211 7.54 .02. 212 7.57 .02 213 7.59 .02 i 11 ;314 7.61 .02 215 7.64 .02 216 7.66 .02 217 '7.68 .02 im 218 '% . 70 .0 �? ;319 7.73 .02 :3 2 0 7.75 .0 321 7 .77 .02 222 7.79 .03 :323 7.82 .0" 224 7.84 .02 .325 '7.86 .02 22 6 7 .8 8 .0 A. 327 7.90 .02 228 7.93 .02 229 7.95 .02 230 7.97 .02 231. 7.99 .02 232 8 .01 .03 233 8.04 .02 234 235 8.06 8.08 .0? .02 236 8.10 .02 237 8.12 .02 lv� .1D 1 File DSK1:'1A1.0U'rc74,11 prinked on 09- Jeri -89 08:14:33 Page 7 238 8.15 .02 239 1 3. 17 . ( ►? 240 8.19 .02 241 8.21 .02 242 8.23 .02 243 8.26 .0? 244 8.28 .02 245 8.30 .02 r;46 8.3?• .02 247 8.34 .0:? iN 248 8.36 .02 249 8.38 .0.'. g , 250 8.41 .02 251 8.43 .02 IN 252 8.45 .02 253 8.47 .02 254 8.49 .02 W 255 8.51 .02 256 8.53 .02 257 8.56 .02 2 58 8.58 .02 259 8. .02 260 8.62 .02 :61 8.64 .02 262 8.66 .02 263 8.68 .02 2 64 8.70 .02 265 8.72 .0., 2.66 E� . 75 .02 267 8.77 .01 268 8.79 .02 26 8.81 .02 270 8.83 .02 '271 8.85 .0: ti7 8.87 .02 273 8.89 .02 274 8.91 .02 275 8.93 .0 276 8.95 .02 fir► 277 8.97 .02 278 8.99 .02 1" 279 9.02 .02 280 9.04 .02 281 9.06 .02 282 9.08 .02 283 9.10 .02 284 9. 12 .02 285 9.14 .02 286 9.16 .02 287 9.18 .02 ::88 9.20 .02 + ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +• UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) -------------------------------•-------------------------------------------- 1, ..K.04 .0095 .0109 2. .0204 .0095 .0109 3 .0205 .0095 .0109 .1D 1 r 4 M 0 fl E' L' File JiSKU:lA1.ou,rL74,13 printed on 09- •lun -89 08:14:50 Page 8 4 .0205 .0095 .0109 5 .0096 .0110 C; .0205 .0206 .0096 .0110 7 .0206 .0096 .0110 8 .0207 .0096 .0110 9 .0207 .0096 .011.1. 10 .0207 .0097 .0111 11 .0208 .0097 .0111 L2 .0208 .0097 .011.1 13 .0209 .0097 .0111 14 .0209 .0097 .0112 15 .0210 .0098 .0112 16 .0210 .0098 .0112 1'7 .0210 .0098 .0112 18 .021). .0008 .0113 u 1: .0211 .0008 .011:3 20 .021:? .0099 .011.3 21 .021"3 .0009 .0113 22 ,')21: >. .0099 .0113 23 .0213 .009%) .0114 4 .0213 .0099 .0114 2.; .0214 .0100 .0114 26 .0214 .0100 .0114 27 .0215 .0100 .0115 8 .0215 .0100 .0115 29 .0216 .0101 .0115 30 .0216 .0101 .0115 31 .0217 .0101 .011.6 32 .0217 .0101 .0116 33 .0218 .0102 .011f, 34 .0218 .0102 .0117 35 .0218 .0102 .0117 36 .0219 .0102 ..0117 317 .0220 .0102 .0117 38 .0220 .0103 .0118 39 .0221 .0103 .0118 40 .0221 .0103 .0118 91 .022'? .0103 .0119 4 2 .0222 .0104 .0119 43 .0223 .0104 .0119, 44 .0223 .0104 .011.9?" * 4 .0224 .0104 .01'20 4t; 6 .0224 r . 01. ) 5 .0120 47 .022:; .0105 .0120 48 ,,)22(, .0105 .0120 49 .0226 .0105 .0121 50 0227 .0106 .0121 51 .0227 .0106 .0121 52 .0106 .0122 .0228 229 .0107 .0122 54 .0229 .0107 .0122 5'; .0230 "'' .0107 .0123 56 .0230 .0107 .0123 57 .0231 .0108 .0123 58 .0231 .0108 .0124 5C) .0232 .0108 .0124 60 .0233 .0108 .0124 G 1 .0..34 2 .0109 .01'2 5 62 .0234 .0109 .0125 01 File DSY.1:TAI.0UT[74,1J printed on 09- .Jun- -89 08:15:12 Ei 63 .0230 .0109 64 .0235 .0110 65 ,0236 .0110 66 .023'1 .0110 bi .023p. .0311 G8 .0238 .0111 69 . .01 70 .0239 .0112 71 .0240 .0112 72 .0241 .0112 73 .0242 .0113 74 .024::; .0113 75 .0243 .0113 76 .0244 .0114 77 .0245 .0114 78 .0245 .0114 79 .0246 .0115 80 .0247 .0115 81. .0248 .0116 8 .0248 .0116 83 .0250 .0116 84 .0250 .0117 85 .0251 .0117 86 .0252 .0117 87 .0253 .0118 B3 .0254 .0118 $9 .0255 .0119 90 .0255 .0119 91. .0257 .0120 9 .0257 .01'20 93 . -J2t;f; .0120 94 .02159 .0121 95 .-)260 .012). 9(. .0261 .0122 9: .0,162 .0122 98 .0263 .0122 99 .0264 . 0 123 100 .0265 .0123 103. .0266 .0124 102 .0267 .0124 103 .0268 .0125 104 .0260 .0125 105 .0271 .0126 106 .0271 .0126 107 .0273 .0127 108 .0274 .0128 109 .0275 .0128 110 .0276 .0129 111 .0278 .0129 112 .0279 .0130 113 .0280 .0131 114 .0281 .0131 115 .0283 .0132 116 .0284 .01:32 117 .0285 .0133 118 .0286 .0133 119 .0288 .01.34 120 .0299 .0135 1.21 .02.91 .0)36 Page 9 .012`! .0126 .0126 .0126 . 01 2 7 .0127 .0128 .0128 .0128 .0129 .0120 .0129 .0130 .0130 .0131 .0131. .0132 .0132 .0132 .0133 .0133 .01:.34 .0134 .01:34 .0135 .013`'i .0136 .0136 .0137 .01::17 .0138 .0138 .0139 .0139 .0140 .0141. .0141. .0142 .0143 .0143 .0144 .0145 .014`:; .0146 .0146 .0147 .0147 .0148 .0149 .0150 .0150 .0151 .0151. .0152 .0153 .0154 .0154 .0155 �a. M 0 �1. �11 jI L File LiSK,I:TA.I.UUT174, printed on 09- Jun -89 08:15:37 Page 10 122 ,0YG • 0136 .0156 123 .0294 .0137 .0157.° 1.24 . 0295 .0138 .0158 125 .0297 .0139 .0159 126 .0298 .0139 .0159 127 .0301 .0140 .0160 128 .0302 .0141 .0161 129 .0304 .0142 .0162 130 .0305 .0142 .0163 131 .0307 .0143 .0164 132 .0309 .0144 .0165 133 .0311 .0145 .0166 134 .0312 .0146 .0167 135 .0315 .0147 .0168 136 .0316 .0147 .0169 137 .0319 .0149 .0170 138 .0320 .0149 .0171 139 .0323 .0151 .0173 140 .0325 .0151 .0173 141 .0328 .0153 .0175 1423 .0329 .0153 .0176 143 .033"a .01:5 .0178 144 .0334 .0156 .0178 145 .027:, .0128 .0147 146 .0277 .0129 .0148 147 .0280 .0131 .0150 148 .0282 .0132 .0151 147 .0287 .0134 .0153 150 .0289 .0135 .0154 151 .0293 .01:37 .0157 152 .0295 .0138 .0158 153 .0300 .0140 .0160 154 .0303 .0141 .0162 155 .0308 .0143 .0164 156 .0310 .0145 .0166 157 .0316 .0147 .0169 158 .0319 .0149 .0170 159 .0325 .0151 .0173 160 .0328 .0153 .0175 161 .0334 .0156 .0170 162 .0338 .0157 .0180 163 .0345 .0161 .0184 164 .0349 .0163 .0186 165 .0357 .0166 .0191. 166 .0361 .0368 .0193 167 .0370 .0172 .0198 168 . !?75 .0) 75 .0200 169 .0381; .0179 .0206 1.70 .0390 .0182 .0208 171 .0402 .0187 .0214 172 .0408 .0190 .0218 17:3 .0421 .0196 .0225 174 .0428 .0199 .0228 175 .0443 .0206 .0237 176 .0451 .0210 .0241 177 .0469 .0219 .0251 178 .0470 .0223 .0256 179 .0501 .0234 .0268 180 .0514 .0239 .0274 13 �vl m �I File DSKl:IAl.OUI[74,1] printed on 09-Jun-89 08:15:59 Page ll 181. . .0541 . .0252 . .0289 l83 . .0557 . .0359 . .0297 183 . .0592 . .0276 . .0316 184 . .0613 . .0286 . .0327 185 . .0513 . .0239 . .0274 186 . .0542 . .0252 . .0289 187 . .0615 . .02R7 . .0328 188 . .0663 . .0293 . .0370 189 . .0799 . .0293 . .0506 190 . .0902 . .0293 . .0609 191 . .1289 . .0293 . .0996 192 . .1773 . .0293 . .1480 193 . .5550 . .0293 . .5257 194 . .1050 . .0293 . .0757 195 . .0723 . .0293 . .0430 196 . .057h . .0268 . .0307 197 . .0636 . .0293 . .0343 198 . .0574 . .0267 . .0306 199 . .0527 . .0245 . .0281 200 . .0490 . .0228 . .0262 201. . .0460 . .0214 . .0246 202 . .0435 . .0203 . .0232 203 . .0414 . .0193 . .0221 204 . .0396 . .0184 . .0211 205 . .0380 . .0177 . .0303 206 . .0366 . .0170 . .0195 207 . .0353 . . .0164 . .0188 208 . .0341 . .0159 . .0182 309 . .0331 . .0154 . .0177 210 . .0322 . .0150 . .0172 21l . .0313 . .0146 . .0167 212 . .0305 . .0142 . .0163 213 . .0298 . .0139 . .0159 214 . .0291 . .0136 . .0155 215 . .0384 . .0133 . .0152 216 . .0279 . .0130 . .0149 217 . .0336 . .0156 . .0179 218 . .0331 . .0154 . .0177 219 . .0326 . .0152 . .0174 220 . .0322 . .0150 . .0172 22l . .0318 . .0148 . .0170 222 . .0314 . .0146 . .0168 223 ' '0310 . .0144 . .0165 224 . .0306 . .0143 . .0164 325 . .0303 . .0141 . .0162 226 . .0299 . .0140 . .0160 227 . .0296 . .0138 . .0158 228 . .0293 . .0137 . .0157 239 . .0290 . .0135 . .0155 230 . .0287 . .0134 . .0153 231 . .0285 . .0133 . .0152 232 . .0383 . .0131 . .0151, 233 . .0279 . .0130 . .0149 234 . .0277 . .0129 . .0148 235 . .0374 . .0128 . .0147 236 . .0272 . .0127 . .0145 237 . .0270 ^ . .0126 . .0144 238 . .0268 . .0125 . .0143 239 0 0266 . .Ol24 . .0l42 J .14 n 0 r 11 i u 4 File DS}(1:TAI.OUTC74,: printed an 09- :lure -89 08:16:21 Page 12 240 .026A .0123 .0141 241 .0262 .0122 .0140 242 .0260 .0121 .0139 243 .0258 .0120 .0138 244 .0256 .0119 .0137 245 .0254 .0118 .0136 246 .0252 .0118 .013`.1 247 .0251 .0117 .0134 248 .0249 .0116 .0133 249 .0247 .0115 .0132 250 .0246 .0115 .0131 251 .0244 .0114 .0130 252 .0243 .0113 .0130 253 .0241 .0112 .0129 254 .0240 .0112 .0128 255 .0238 .0111 .0127 256 .0237 .0110 .0127 257 .0236 .0110 .0126 258 .0234 .0109 .0125 259 .0233 .0109 .0125 260 .0232 .0108 .0124 261 .0231 .0107 .0123 262 .0229 .0107 .0123'„ 2i�3 .0228 .0106 .0122 264 .0227 .0106 .0121 265 .0226 .0105 .0121 266 .0225 .0105 .0120 267 .0224 .0104 .0119 268 .0223 .0104 .0119 269 .0222 .0103 .0118 270 .022). .0103 .0118 271 .0219 .0102 .0117 272 .0218 .0102 .0117 273 .0217 .0101 .0116 274 .0217 .0101 .0116 275 .0216 .0100 .0115 276 .0215 .0100 .0115 277 .0214 .0100 .0114 278 .0213 .0099 .0114 279 .0212 .0099 .0113 280 .0211 .0098 .0113 281 .0210 .0098 .0112 28'N . 0209 .0098 .4112 ::83 .0268 .0097 .0111. 284 .0208 .0097 .0111 28 5 .0207 .0096 .0110 2 86 .0206 .0096 .0110 287 .0205 .0096 .0110 N88 .0204 .0095 .0109 -- TOTAL - SOIL RAIN LOSS (1N) = 3.93 TOTAL EF FEC'T IVE RUNOFF (IN) = 5.2 / TOTAL - SOIL-LOSS - VOLUME(ACRE - FEET) = 1.9899 TOTAL STORM RUNOFF VOLUME(ACRE FEET) = 2.6702 -------------------------------------------------------- +++++ ++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + ++ + + + + + + + + +f•+ '1h File DSKl:%Al.OUI[74,1] printed on 09-Jun-89 08:16:43 Page 13 24 - H O U R S I O B M BUNOEF HYDBOGBAPH +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph in 5. -minute intervals(CFS) ---------_-_-------------------------------~-----------------------------_- ~~ Iime(H+M) Volume(AF) Q(CFS) O. 5.0 10.0 15.0 20.0 --------------------------------------------------------------------------- O+ 5 .0002 .03 Q O+lO .001.7 .22 Q 0+15 .0053 .52 Vg 0+20 .0101 .70 V \ | | | �] O+25 ' +30 .0154 . 77 VQ ' .O209 ~79 VQ O+ 35 ^ 0264 ^ 8O VQ / 0+43 .O32O .81 VQ �^ -- 0+45 .0375 .81 VQ 0+50 .0431 .81 VQ 0+55 .0487 .81 Vg ! | | ) �^ l+ 0 . 0543 .81 VQ l+ 5 .0599 .82 Vo i+lO .0656 .82 VQ ^ 1+15 .0713 .82 |Q -- 1+20 .0769 .82 |Q 1+25 .0835 .82 10 1+30 .0882 .82 10 1+35 .0939 .83 \Q 1+40 .0996 .B3 \Q 1+45 .1053 .83 10 1+50 .11lO .83 10 mm 1+55 .1167 .83 iQ 2+ O ,1225 .83 10 2+ 5 .1282 .84 In -- 2+10 .1340 .84 \QV 2+15 .1398 .84 1QV 2+20 .1456 .84 \QV 2+25 .1514 .84 |0V ! | | 2+30 .1572 .85 |0V M� 2+35 .1630 .85 lQV 2+40 .1689 .85 lQV 2+45 .1748 .85 �QV U1 m� 2+50 .1806 .85 \QV | | | \ 2+55 .1865 .85 jQV 3+ 0 .1924 .86 \QV 3+ 5 .1983 .86 \QV � 3+lO .2O42 .86 IQ V 3+l5 2lO2 . � ^ 86 \Q V 3+20 .2161 .86 iQ V \ | \ \ 3+25 .2221 .87 |Q V 0� 3+30 .2381 .87 \Q V 3+35 .2341 .87 )Q V 3+40 .3401 .87 |Q V -- 3+A5 .2�6l .87 | Q V 3+50 .2522 .88 \ Q V 3+55 . 2582 .88 �p V 4+ 0 .2E�3 - .88 �Q V 4+ 5 .2704 .88 IQ V 4+10 .2765 .89 \Q V �� Pile USK1:T1a1.OUTL74, 11 printed on 09- Jun -89 08:17:09 d Page 1.4 M .1h 4 +15 .2826 .89 1 0 V I 4 +20 .2887 ..39 i ll V i 4 +25 .2949 . 89 IQ V I 4 +30 .3010 .89 1 0 V I " 4 +35 .3072 .90 1 V I 4 +40 .3134 .'?0 10 V I 4 +45 .3196 .90 1 0 V 4 +50 .3258 .90 IQ V I 4 +55 .3321 .91 I n V 5+ 0 .3383 .91 Ill V I 5+ 5 .3446 .91 I a V I 5 +10 .3509 .91 In V I +1� 5 +15 .3572 .92 IQ V I 5 +20 .3635 .92 It) y I 5 +25 .3699 .92 1 0 V I 5 +30 .3762 .92 1 0 V I J + 35 .3826 .93 Ill V I i 5 +40 .3890 .93 10 V I 5 +45 .3954 .93 IQ V I 5 +50 .4019 .93 In V I 5 +55 .4083 .94 10 V I G+ 0 .4148 .94 Ill V I 6+ 5 .4213 .94 IQ V I 6 + 10 .4278 .95 10 V I 6 +15 .4343 .95 1 V 6 +20 .4409 .95 i n y I 6 +25 .4474 .95 10 V i 6+30 .4540 .96 In V I b +35 .4607 .96 1 V i 6+40 .467::3 .96 10 V I ,�. 6 +45 .4739 .97 I la V 6+50 .4801; .97 IQ V iYr 6 +55 .48 73 .97 1la V 1 7+ 0 .4940 .98 Ili v I 7+ 5 .5008 .98 10 V 1 7 +10 .5075 .98 10 V 1 7 +15 .5143 .99 18 V 1 7 +20 .5211 .99 10 y 7 +25 .5280 .99 I« V I 7 +30 .5348 1.00 18 V I 7 +35 .5417 1.00 I Q V I !** 7 +40 .5486 1.00 1 0 V I 7 +45 .5555 1.01 1 ll V 1 7 +50 .5625 1.01 1 0 V I 7 +55 .5695 1.01 1 0 V I 8+ 0 .5765 1.02 1.02 10 V I V I 8+ 5 .5835 1 0 8 +10 .5905 1.02 I n V I 8 +15 .5976 1.03 I n V i 8 +20 .6047 1.03 I ll VI 8 +25 .6119 1.04 I 11 VI 8 +30 .6190 1.04 I 0 VI 8 +35 .6262 1.04 I n VI 8 +40 .6334 1.05 I 0 VI 8 +45 .6407 1.05 i Q VI 8 +50 .6480 I.Ob n VI 8 +55 .6553 ).06 I U, 0 t) I VI 9+ 0 .6626 1.07 I 9+ 5 .6700 1.07 I n V d Page 1.4 M .1h File IiSKI :TAI .Ut1TC 74, 11 pr inted on 09- Jun -89 08:17:35 Page 15 H r s�i E A 0 t] F 9 +10 .6774 1.07 1 0 V I I I 9 +15 .6848 1.08 1 0 V I I I 9 +20 .6923 1.08 I Cl V ( I I 9 +25 .6998 1.09 I a V I I I 9 +30 .7073 1.09 I a V I I I 9 +35 .7149 1.10 i 0 V ( I I 9 +40 .722.E 9 +45 .7301 1.11 0 V I I I 9 +50 .7378 1. 1 1 1 a IV I I I 9 +55 .7455 1.12 1 0 IV I I I 10+ 0 .7532 1.12 ( 0 IV 1 I I 10+ 5 .7610 1.13 1 0 IV I I 10 +10 .7G88 1.14 1 1 V I I I 10 +15 .7767 1.14 1 0 IV I I I 10 +20 .7846 1.15 1 0 IV 10 +25 .7925; 1.15 1 0 IV I I I 10 +30 .8005 1.16 10 IV I I I 10 +35 .8085 1.16 1 0 I V I I I 10 +40 .8166 1.17 1 8 1 V I I I 10 +45 .8247 1.18 1 0 I V I I I 10 +50 .8328 1.18 I 0 ( V ( ( I 10 +55 .8410 1.19 10 I V I I I 11+ 0 .8493 1.20 1 Cl I V 11+ 5 .8576 1.20 1 0 i V I I I 11+10 .BG59 1.21 1 0 I V I I I 11 +15 .8743 1.22 10 I V I I 11 +20 .8828 1.23 I n 1 V I I I 11 +25 .8913 1.23 10 i V I I I 11 +30 .8998 1.24 1 0 1 V I I I 11 +35 .9084 1.25 1 0 I V I I I 11 +40 .9171 1.26 1 0 I V I I I 11 +45 .9258 1.27 10 1 V I I I 11 +50 .9346 1.27 10 ( V I I I 11 +55 .9434 1.28 10 I V I I I 1.2+ 0 .9523 1.29 10 I V I I I 12+ 5 .9G12 1.29 10 I V 12+10 .9698 1.25 i 0 I V I I I 12 +15 .9778 1.16 10 I V 1 I I 1. '2 +20 .9855 1..12 1 0 1 V 12 +25 .9931 1.11 1 0 I V ( I I 12 +30 1.0008 1.11 1 0 i V 1 12 +35 1.0085 1.12 10 1 V 1 I I 12 +40 1.0163 1. 1 3 10 ( V I i 12 +45 1.0242 1.15 10 i V I I I 123 +50 1.0322 1. 16 1 n ( V I I I 12 +55 1.0403 1.17 1 0 i i) 13+ 0 1.0485 1.19 10 I V 13+ 5 1.0567 1.20 10 1 V I I 13 +10 1.0651 1.22 1 0 I V I I I 13 +15 1.0736 1.23 1 0 1 V 13 +20 1.0822 1.25 10 I V I I I 13 +25 1.0910 1.27 1 0 I V I I I 13 +30 1.0998 1.29 1 I V I I I 13 +35 1.1088 1.31 10 I V I I I 13 +40 1.1180 1.33 10 I V I I I 13 +45 1.1273 1.35 10 1 V ( I I 13 +50 1.1367 1.37 i 0- ( V I I I .13 +55 1.1463 1.39 10 I V I ( I 14+ 0 1.1560 1.42 10 I V I I I 1% F, a- r ------- c a, - m m »» D. =1 D. =1 — — — — — — — — — — — — — — — — — — — — — — — — — c — — — — — — > > > > — — — — — — — — — — — — — — — — — — — — — — c a >�� --------------- > > > — — — — — — — — — — — — — — — — — — — O »» c x � 0 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — x c i =a c + c c i cccccccc � c crsccco cccccc c c cccccccccccccccccccc o — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 'D TN OMN OT W MNM W O N 0{'i ?MN T W T OCtO.;M -+COQ .�r_-u7C Mn TOW -400n�N 4WOMN'T a;v?L;CCi. -�v 01 T C:' I-) :t If) , n .-r, 1 \ N M M ON Ora -•-t N N — C•] C M V C r•1 M N G N W CO L•7 -+ C M r. v 47 U") C C M Cr) C•] N N 4 r+ -q C1 N C•1 C•] N ra N. ra .-I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -+ -+ -+ ^+ - + r . . + .. -+ N M ;v C•] N N N C•] N M T IM un G' N U M M N C•; 4 r --i 0r.470 03M— r` L•7 NM r7 r..,DO r r•]C•]L7Cr) ^.]!j r2 T00 C -r C. •uJ Q, WC•.O CC CU C•] Oi -4 N.-+G ^'Y a kDr vDuhNODO M 0W V MCriWMGl+Vi+ur .o •44)NW0G+- DNC•ly N V 0 L7V)0I'(*]Cd 00 0 WN0'TN-17�r� G *- 'M n'D GAO. -tM -W 'D hG+OC C N Oti? 00=M-Mx fj C'9 -T 41,; r M0%0- erlce) V CU')%DN M 0)a - N en. "T IY47 V NC•1C•] NC•]N C•]MMM M Cl) M Cr) Q'T T T 47 LO %D MWC 000 00000r- a. -- r4 --4 r - 4 .-4 r4 r4 - + C-}NC• /C•](-1NN . . . . . . • . . . . . . . . . . ■ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . =) .-rr� ,.. 4- er:,- 4 r ;r+.- t,4-..d.4- 4-- +,40+- +,-+ r+.-tr� r+ NNNNNNNMN NNMNNNNNMNMNC•:r•]C O Q �-i P-i Y- Lr)04704700 00000000 000470470 47 0170470n0n0470n 0nOnOn 0o 047 0n On 0470n0n0n0n co r� +C7NMM C 0174] +-+•� NC7MMd'Q 47 J7 - 4- 4 NNMM-w Von *+-ANN MlY1 CQ'47if1 - +- 4NNMM Q'9t 0 A t + t f t t + t + f t f + . + f t + + + + t f . t t + + + + + f f t f + + . + . + t + + + . + + + t + t + t + t + + + Q TT wv -' TT -T TCa` 47471I?474741LOU)4747470 O ;D %0 iO; DUB kD JD -. :3 NNNNr`N NN NNNN 0)00 CD0}M00MMMM0JM at - r•y - ri . ri 4 .--t - r .1 ,--i r � -4 --i - --t r . 4 4 --i r+ r: ri ri -i -4 -4 -i r-I -4 ­4 -t ri -4 --t e-4 rf .--1 "4 ­ 4 , -4 -j r4 r4 -4 r-I ,--4 ­4 r-t --s 1 - - ra r w mU o~ File DSKl:TAl.OUI[74,1] printed on O9-Jun-89 08:18:26 page l? 19+ O 2.2659 1.18 \ Q | | { V � 19+ 5 2.2739 1.17 | Q V � 1.9+10 2.2819 1.15 \ Q V � 19+15 2.3898 1.14 Q V � 19+20 2.2975 1.13 Q V � 19+35 19+30 2.3053 2.3129 1.12 1.11 | Q \ Q V V | � ' 19+35 2.3205 1.10 Q V \ 19+40 2.3280 1.09 \ Q 19+45 2.3354 1.08 Q V � 19+50 2.3428 1.07 \ Q V � 19+55 3.3501 1.06 Q V � 30+ 0 2.3574 1.05 Q V � 20+ 5 2.3646 1.05 Q V ! �w 20+10 2.3717 1.04 \ Cl V | 20+15 2.3788 1.03 \ Q V | 20+20 2.3858 1,02 \ Q 20+25 2.3928 1.01 | Q V | 20+30 2.3997 1.01 \ Q V � 20+35 2.4066 1.00 |Q 20+40 3.4135 .99 In V i 30+45 2.4202 .99 \p V � 20+50 2.4270 .98 |Q V � 20+55 2.4337 .97 \Q y � 21+ O 2.4403 .97 in V \ - 21+ 5 2.4470 .96 IQ V � 21+10 3.4535 .95 10 � | \ V � 2l+l5 % . 46Ol . 95 . 10 � | � y � m� 21+20 3.4666 �94 |Q V � 21+25 2.4730 .94 10 V | 2 2.4794 .93 10 V | 21+35 2.4858 .93 |Q � � V | 31+40 2.4922 .92 . \Q V � 21+45 2.4985 .93 IQ V | 21+50 2.5048 .91 IQ V � 21+55 3.5110 .91 10 y � 22+ 0 2.5172 .90 \Q | \ ! V 22+ 5 2.5234 .90 IQ V | 33+10 2.5296 .89 |Q V � 23+15 3.5357 .89 10 V | 22+20 3.5418 .88 \Q 23+25 2.5478 '88 |Q V � 22+30 2'5539 '88 In V ~~ 22+35 3.5599 .97 |Q V | 22+40 2'5658 '87 in V � 32+45 2.5718 '86 |Q V � 22+50 2.5777 '86 |Q V � ! 23+55 2.5836 .85 10 V \ 23+ 0 2.5894 .85 \Q 23+ 5 2.5953 .85 10 V � 23+10 3.6011 .84 10 V ` 23+15 2.6069 .84 pQ ) | ) y1 23+20 2.6126 .84 \Q y1 23+25 2.6184 .83 10 V1 -- 23+30 2.6241 .83 \Q V1 23+35 2.6298 .83 in V| 23+40 2.6354 .82 |Q y\ 23+45 2.6411 .82 10 V1 23+50 ^ 2.6467 .82 �Q � i � y\ h� � mU o~ E� File DSKI:TAI.OUTC74,1:1 printed on 09- :tun -89 08:18:50 Page 18 23 +55 2.6523 .81 I Q I ( I W 24+ 0 2.6579 .81 10 I I I VI 24+ 5 2.6632 .77 In I I I VI I V I 24 +10 2.6672 .59 Ire I I I y1 24 +15 2.6092 .29 Q I 1 I V 1 24 +20 2.6699 .10 0 I I I `� I .:4 +25 2.6701 .03 [1 I I I I VI 24 +30 2.6702 .01 P ( 24 +35 2.6702 .01 Q I I I V I ++++++++++++ +++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + • f 0 0 0 i V' i 1 3 n u a a t HYDROLOGY STUDY FOR TRACT 13597 UNDER DEVELOPED CONDITIONS UNIT HYDROGRAPH FOR 25 YEAR STORM, 24 HOUR rl '12, ('ile DSK1:TA4.OUT174,11 printed on 09- Jun -89 08 :26:43 Page 1 ++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + +•F + + + + + + + + + + +•a San Bernardino County Unit Hydrology method Manual Date - August 1986 Copyright (c) CivilCadd /CivilDesign, 1988 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + +•t► + + + + + + + + ++ PROJECT TITLE HEADING: ++++++++++ + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + ++ UNIT HYDROGRAPH FOR TRACT 13597, WITH DEVELOPED CONDITIONS 25 YEAR STORM CITY OF FONTANA, COUNTY OF SAN BERNARDINO ++++++++++•.•+++++++++++++++++++++++++++• f+++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++++++++++•+++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +•� U N I T- H Y 11 R 0 G R A P H A N A L Y S I S 25 Y E A R S T 0 R M ANTECEDENT MOISTURE CONDITION = 2 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Area Averaged Rainfall Intensity Isohyetal Data: Sub -Area Duration Intensity (Acres) (Hours) (Inches) RAINFALL DATA FOR YEAR 25 r,.08 1 1.2G --------------------------------------------------------------------- - - - - -- RAINFALL DATA FOR ------ - - - - -- - RAINFALL DATA FOR 6.08 ................. + + + + + + + + + + + + + + + ++ YEAR :?5 G 3.00 ---------------------------------------------------------- YEAR 25 ------------ +++• f+++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1!R 1 The 24 hour rainfall figure used to calculate the soil loss rates Fm and Yb = 6.000 Inches Formulas used: Y = (P24- I.a) - 2 / (P24- Ia +S)P24 where S = 1000 /SCS(CN) - 10 Yb == 1 - Y(area averaged Fp = 1 - Y ; and Fm = AP * Fp RATE, FM AAAA AA *r AAAAAAA* AREA- AVERAGED MAX LOSS SCS CURVE SCS CURVE AREA AREA FP AP FM NO..(AMCII) NO.(AMC2) (ACRES) FRACTION (IN /HR) (DEC.) (IN /HR) 44.9 44.9 6.08 1.000 .819 .748 .612 Area - Averaged Adjusted Loss Rate F,M (IN /HR)= .612 ** *AAAAAA AREA- AVERAGED LOW LOSS RATE FRACTION. YB***** **** 0 13 0 it �1 k 0 F fl. d-1 Area - Averaged Catchment Yield Fraction, Y = I .341 Area - Averaged Low Loss Fraction, Yb = .651 Page +++++++++++++++++++++++++.++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ User entry of time of concentration (Hours) _ .221 Watershed Area = 6.080 Acres 'LAG' Time = .176 Hours Unit Hydro3raph Time Unit = 5.000 Minutes Unit Interval Percentage Of Lag Time = 47.220 Hydrograph Baseflow = .000(CFS) Maximum Watershed Loss Rate(FM) (In /Hr) _ .612 Low Loss Rate Percentage(Yb) (Decimal) _ .659 Valley Developed S -Graph Selected Computed Peak 5- Minute Rainfall(Inches)= .466 Computed Peak. 30- Minute Rainfall(Inches)= .955 Specified Peak. 1 -Hour Rainfall(Inches)= 1.260 Computed Peak. 3 -Hour Rainfall(Inches)= 2.145 Specified Peak 6 -Hour Rainfall(Inches) = 3.000 Specified Peak. 24 -Hour Rainfall(Inches)= 7.140 Rainfall Depth Area Reduction Factors: Using a TOTAL Area of 6.08 Acres (Ref: Fig. E -4) 5- Minute Factor = 1.000 Adjusted Rainfall = .466 30- Minute Factor = 1.000 Adjusted Rainfall = .955 L -Hour Factor = 1.000 Adjusted Rainfall = 1.260 3 -Hour Factor = 1.000 Adjusted Rainfall = 2.145 6 -Hour Factor = 1.000 Adjusted Rainfall = 3.000 24 -Hour Factor = 1.000 Adjusted Rainfall = 7.140 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ U N I T H Y D R 0 G R A P H ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Unit Hydrograph Determination -- INTERVAL. 'S' GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 4.106 3.019 2 26.751 16.651 3 64.172 27.516 4 87.326 17.025 5 95.951 6.342 6 98.471 1.853 7 99.325 .628 8 100.000 .497 ++++++++++++++++++++++++++++++++++++ 4•+++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ PEAK UNIT ADJUSTED MASS RAINFALL UNIT RAINFALL NUMBER (INCHES) (INCHES) L .47 .47 8`� File DSk1:TA4.OUTC74,11 printed on 09- Jun -89 08:26:58 AREA AREA SCS CN SCS CN S PERVIOUS (ACRES) FRACT (AMC2) (AMC2) YIELD FR 4.55 .748 44.9 44.9 12.27 .132 1.53 .252 98.0 98.0 .20 .960 it �1 k 0 F fl. d-1 Area - Averaged Catchment Yield Fraction, Y = I .341 Area - Averaged Low Loss Fraction, Yb = .651 Page +++++++++++++++++++++++++.++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ User entry of time of concentration (Hours) _ .221 Watershed Area = 6.080 Acres 'LAG' Time = .176 Hours Unit Hydro3raph Time Unit = 5.000 Minutes Unit Interval Percentage Of Lag Time = 47.220 Hydrograph Baseflow = .000(CFS) Maximum Watershed Loss Rate(FM) (In /Hr) _ .612 Low Loss Rate Percentage(Yb) (Decimal) _ .659 Valley Developed S -Graph Selected Computed Peak 5- Minute Rainfall(Inches)= .466 Computed Peak. 30- Minute Rainfall(Inches)= .955 Specified Peak. 1 -Hour Rainfall(Inches)= 1.260 Computed Peak. 3 -Hour Rainfall(Inches)= 2.145 Specified Peak 6 -Hour Rainfall(Inches) = 3.000 Specified Peak. 24 -Hour Rainfall(Inches)= 7.140 Rainfall Depth Area Reduction Factors: Using a TOTAL Area of 6.08 Acres (Ref: Fig. E -4) 5- Minute Factor = 1.000 Adjusted Rainfall = .466 30- Minute Factor = 1.000 Adjusted Rainfall = .955 L -Hour Factor = 1.000 Adjusted Rainfall = 1.260 3 -Hour Factor = 1.000 Adjusted Rainfall = 2.145 6 -Hour Factor = 1.000 Adjusted Rainfall = 3.000 24 -Hour Factor = 1.000 Adjusted Rainfall = 7.140 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ U N I T H Y D R 0 G R A P H ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Unit Hydrograph Determination -- INTERVAL. 'S' GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 4.106 3.019 2 26.751 16.651 3 64.172 27.516 4 87.326 17.025 5 95.951 6.342 6 98.471 1.853 7 99.325 .628 8 100.000 .497 ++++++++++++++++++++++++++++++++++++ 4•+++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ PEAK UNIT ADJUSTED MASS RAINFALL UNIT RAINFALL NUMBER (INCHES) (INCHES) L .47 .47 8`� File DSKI:TA4.U1JTC74,'.Ll printed on 09- Jljn -89 08:27:17 2 .62 .15 3 4 .72 .81 .1.1 .09 5 .89 .01.3 6 .95 .07 7 1 .02 .0(-.) 8 1.07 .06 9 1.12 .05 1.0 1 .17 .05 1.1 1.22 .0 1 , 12 1,26 .04 13 1.31 .0a l4 1.36 .05 1.5 1 .40 .05 lea 1 .45 .04 17 1.49 .04 18 1.53 .04 19 1.57 .04 20 1 .61 .04 :1 1.65 .04 .)2 1 .69 .04 23 1 . 73 .04 : 1 . 76 .04 25 1.80 .04 uG 1 .83 .03 27 1.87 .03 A 1.90 .03 29 1.93 .03 30 1.96 .03 ;31 1 . 99 .03 .32 2.03 .03 33 2.06 .0;3 34 2.09 .03 35 2.12 .03 ;36 2.14 .03 37 2.17 .013 38 2.20 .03 39 2.23 .03 40 2.26 .03 41 2.28 .03 42 2.31 .03 43 2. 34 .03 44 2.36 .03 45 2.39 .03 46 2.41 .03 47 2.44 .03 48 ?.47 .03 50 51 ?.51 3.54 .02 .02 52 ?.56 .02 53 2.59 . U.'. 54 ?.61 .02 56 2.66 .02 57 2.68 .02 58 2.70 .02 59 2.72 .02 . 60 2.75 .02 t D Page 3 0 4h C k-I . 6 O t File DSK%l:TA4.OUTC74,11 printed on 09- Jun -89 08:27:35 Pa3e.;4 G1 2.77 .02 ' 62 2.79 .02 63 2.81 .02 64 2.83 .02 -5 2.85 .02 66 2.88 .02 i�7 2. 90 , 02 68 2.92 .02 �;9 2.514 ,02 70 2. 96 .02 71 2.98 .02 72 3.00 .0:'. 73 74 3.03 3.05 .03 .013 '75 3.08 .03 76 3.10 .03 77 3.13 .03 78 3.15 .03 1/9 3.18 .03 8O 3.20 .03 81 3.23 .02 82 3.25 .02 83 3.28 .02 aw 84 3.30 .0 85 3.33 .02 86 3.35 .02 87 3.38 .02 88 3.40 .02 89 3.43 .02 90 3.45 .02 91 3.47 .02 92 3.50 .0:? 93 3.52 .02 94 3.54 .02 95 3.57 .02 9G 3.59 .02 97 3.63. .02 98 3.64 .0: 99 3.66 .02 1.00 3.68 .0? 1()l 3.71 .02 102 3.73 .0: 103 3.75 .02 104 3.78 .02 105 3.80 .02 1.06 3.82 .02 107 3.84 .02 108 3.87 .02 1.09 110 3.89 3.91 .02 .02 ill 3,93 .02 :112 3.95 .0: 113 3.98 .02 114 4.00 .02 115 4.02 .02 11G 4.04 .0 117 4.06 .02 1.18 4.09 .02 119 4.11 .02 C k-I . 6 O t C File DSK1 : TA4.OU'1'C74, 1 :1 printed ran 09- Jun -89 08:27:52 1;a3e 5 1.20 4.13 .02 1:1 1 2 4.15 4.17 .02 .02 123 4.19 .0: 124 4.21 .02 l'25 4.24 .02 1116 4.26 .02 127 4.28 .02 128 4.30 .02 129 4.32 .02 130 4.34 .02 131 4.36 .02 132 133 4.38 4.40 .02 .02 134 4.42 .02 135 4.45 .02 1:36 4.47 .02 137 4.49 .02 138 4.51 .02 1;39 4.53 .02 140 4.55 .02 141 4.57 .02 142 4.59 .02 143 4.61 .02 144 4.63 .02 145 4.65 .02 ;. 14G 4.67 .o2 .1.47 4.69 .02 1.48 4.71 .02 149 4.73 .02 150 4.75 .02 151 4.77 .02 1.52 4.79 .02 153 4.81 .02 154 4.83 .02 155 4.85 .0: 156 4.87 .02 157 4.89 .02 1.58 4.90 .02 159 4.92 .02 160 4.94 .02 1G1 1G2 4.96 4.98 .02 .02 1G3 5.00 .02 164 5.02 .02 165 5.04 .02 166 5.06 .02 167 5.08 .02 1.68 5.10 .02 1.69 5.12 .02 170 5.13 .02 1 171 5.15 .02 172 5.17 .02 173 5.19 .02 174 5.21 .02 175 5.23 .02 176 5.25 .02 177 5.27 .U3 178 5.28 .02 C File DSK1:TA4.OUTC74,1:1 printed on 09- Jun -89 08:28:09 Page 6 179 5.30 .02 180 181 5.32 5.34 .02 .02 182 5.36 .03 183 5.38 .02 184 5.39 .02 185 5.41 .02 186 5.43 .02 187 5.45 .02 1138 5.47 .02 189 5.49 .02 190 5.50 .02 191 5.52 .02 192 5.54 .02 193 5.56 .02 194 5.58 .0.; 195 5.59 .02 196 5.61 .02 197 5.63 .02 198 199 5.6b 5.67 .02 .02 200 5.68 .0, 201 5.70 .02 202 5.72 .02 203 5.74 .02 204 5.75 .03 205 5.77 .02 206 5.79 .0:; 207 5.81 .02 208 5.82 .02 209 5.84 .02 210 5.86 .02 211 5.88 .02 212 5.89 .02 213 5.91 .02 214 5.93 .02 215 5.95 .02 216 217 5.96 5.98 .03 .02 218 6.00 .()3 219 6.0? .02 220 6.03 .02 221 6.05 .02 222 6.07 .0 3 223 6.08 .02 6..10 .02 2 24 225 612 .02 226 6.14 .02 227 6.15 .02 228 6.17 .02 229 6.19 .02 230 6.20 .02 231 6.22 .02 232 6.24 .02 233 6.25 .02 234 6.27 .02 235 6.29 .02 2:36 6.30 .0' 237 6.32 .02 q8 File DSKl:TA4.0UI[74,1] printed on 09-Jun-89 O8:28:2? Page 7 -- 238 6.34 .02 239 6.35 .02 240 6.37 .02 241 6.39 .02 242 6.40 .02 243 6.42 .02 ]� 244 6.44 .02 245 6.45 .O% 246 6.47 .02 OR 247 6.49 .02 ` 248 6 . 5O .02 249 6.53 .02 250 6.54 .02 n� 251 6.55 .02 m� 252 6.57 .02 353 6.58 .02 ~� 254 6.60 .02 255 6.62 .02 dig 256 6.63 .02 257 6.65 .O% 258 6.67 .02 259 , 6 68 , O2 260 6.70 .02 n � 261 6.71 .O% 262 6.73 .02 263 6.75 .02 264 6.76 . .02 265 6.78 .02 � 266 6.79 .02 �w 267 6.81 .02 268 6.83 .02 269 6.84 .02 270 6.86 .02 271 6.87 .02 272 6.89 .02 273 6.91 .02 274 6.92 .02 275 6.94 .02 276 6.95 .02 277 6.97 .02 278 6.98 .02 279 7.00 .02 280 7.02 .02 m� 281 7.03 .03 282 7.05 .02 283 7.06 .02 J� 284 7.08 .02 285 7.09 .02 � 286 7.11 .02 287 7.13 .02 288 7.14 .02 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) --------( INCHSS) ___________( INCHSS) ________ ----------------------�-------- i .0155 .0103 .0053 J0 2 ,0155 .0103 .0053 �� 3 .0156 .0103 .0053 File DSK1:YA4.OUTC74,1:1 printed on 09- ;Jun -89 08:28:44 Page 8 .0053 .0053 .0053 .0054 .0054 .0054 .0054 .0054 .0054 .0054 .0054 .0054 .0055 .0055 .0055 .0055 .0055 .0055 .0055 .0055 .0055 .0056 .0056 .0056 .0056 .0056 .0056 .0056 .0056 .0057 .0057 .0057 .0057 .0057 .0057 .0057 .0058 .0058 .0058 .0058 .0058 .0058 .0058 .0059 .0059 .0059 .0059 .0059 .0059 .0060 .0060 .0060 .0060 .0060 .0060 .0061 .0061 .0061 .0061 AQ 4 .01.56 .0103 5 .0156 .0103 6 .0157 .0103 7 .0157 .0103 8 .0157 .0104 9 .0158 .0104 10 .0158 .0104 11 .0158 .0164 12 .0159 .0104 13 .0159 .0105 14 .0159 .0105 15 .0160 .0105 *� 16 .0160 .0105 17 .0160 .0106 18 .0161 .0106 19 .0161 .0106 20 .0161 .0106 21 .0162 .0107 22 .0162 .0107 23 .0162 .0107 24 .0163 .0107 �+ 25 .016:3 .0107 26 .0163 .0108 27 .0164 .0108 28 .0164 .0108 29 .0165 .0108 30 .0165 .0109 w.. 31 .0165 .0109 32 .0166 .0109 33 .0166 .0109 34 .0166 .0110 35 .0167 .0110 36 .0167 .0110 37 .OIG8 .0111 +�1 38 .0168 .0111 39 .0169 .0111 40 .0169 .0111 41 .0169 .0112 42 .0170 .0112 43 .0170 .0112 44 .0171 .0112 �* 45 .0171 .0113 46 .0171 .0113 47 .0172 .0113 48 .0172 .0114 4C, .0173 .0114 50 .0173 .0114 J1 .0174 .0114 52 .0174 .0115 53 .0175 .0115 54 . 01.75 .0115 55 .0176 .0116 56 .0176 .0116 57 .0177 .0116 58 .0177 .0117 J9 .0178 .0117 C0 .0178 .0117 61 .0179 .0118 G2 .0179 .0118 1, Page 8 .0053 .0053 .0053 .0054 .0054 .0054 .0054 .0054 .0054 .0054 .0054 .0054 .0055 .0055 .0055 .0055 .0055 .0055 .0055 .0055 .0055 .0056 .0056 .0056 .0056 .0056 .0056 .0056 .0056 .0057 .0057 .0057 .0057 .0057 .0057 .0057 .0058 .0058 .0058 .0058 .0058 .0058 .0058 .0059 .0059 .0059 .0059 .0059 .0059 .0060 .0060 .0060 .0060 .0060 .0060 .0061 .0061 .0061 .0061 AQ Al File DSKl :TA4.0U1C74,11 printed on 09- Jun -89 08:20:06 Page 9 63 .01.80 .0118 .0061 64 .0180 .0119 .0061 65 .0181 .0119 .0062 66 .0181 .0119 .0062 67 .0182 .0120 .0062 68 .0182 .0120 .0062 69 .0183 .0120 .0062 70 .0183 .0121 .0062 71 .0184 .0121 .0063 72 .0184 .0121 .0063 73 .0185 .0122 .0063 74 .0185 .0122 .0063 75 .0186 .0123 .0064 76 .0187 .0123 .0064 77 .0187 .0124 .0064 78 .0188 .0124 .0064 !�+ 79 .0189 .0124 .0064 80 .0189 .0125 .0065 81 .0190 .0125 .0065 8 .0190 .0125 .0065 83 .0191 .0126 .0065 84 .0192 .0126 .0065 85 .0193 .0127 .0066 86 .0193 .0127 .0066 87 .0194 .0128 .0066 88 .0194 .0128 .0066 89 .0195 .0129 .0067 90 .0196 .0129 .0067 91 .0197 .0130 .0067 9; .0197 .0130 .0067 93 .0198 .0131 .0068 94 .0197 .0131 .0068 95 .0200 .0132 .0068 96 .0200 .0132 .0068 97 .0201 .0133 .0069 9H .0202 .0133 .0069 99 .0203 .0134 .0069 100 .0203 .0134 .0069 101. .0205 .0135 .0070 102 .0205 .0135 .0070 103 .0206 .0136 .0070 104 .0207 .0136 .0071 105 .0208 .0137 .0071 106 .0209 .0137 .0071 107 .0210 .0138 .0072 108 .0210 .0139 .0072 109 .0212 .0139 .0072 110 .0212 .0140 .0072 111 .0214 .0141 .0073 112 .0214 .0141 .0073 113 .0216 .0142 .0074 114 .0216 .0142 .0074 115 .0218 .0143 .0074 116 .0218 .0144 .0074 117 .0220 .0145 .0075 118 .0221 .0145 .0075 119 .0222 .0146 .0076 120 .0223 .0147 .0076 121. .0224 .0148 .0076 Al M-1 File DSKl:TA4.OUT[74,1] printed on 09-Jun-89 08:29:jl Page�lO , m� 122 .0225 .0148 . 0077 123 124 .0227 .0227 .0149 .0150 .0077 .0078 125 .0229 .0151 .0078 1.26 .0230 .0152 .0078 127 .0232 .0153 .0079 138 .0233 .0153 .0079 129 .0234 .0154 .0080 130 .0235 .0155 .0080 131 .0237 .0156 .0081 l32 .0238 .0I57 .VVU l 133 .0240 .0158 .0082 134 .0241 .0159 .0082 � 135 .0243 .0160 .0083 138 .0244 .0161 .0083 137 .0247 .0163 .00BA 138 .0248 .0163 .0084 � l39 . O25O . 0l65 . OO85 1.40 .0251 .0165 .0086 141 .0254 .0167 .0086 142 .0255 .0168 .0087 �w 143 .0257 .0170 .0088 l44 .0259 .0170 .0088 ~� 145 .0302 .0133 .0069 1.46 .0204 .0134 .0070 147 .0207 .0136 .0071 1.48 .0209 . .0137 .0071 149 .0212 .0140 .0072 ' 150 .0214 .0141 .0073 151 .0217 .0143 .0074 152 .0219 .0144 .0075 ^ 153 .0223 .0147 .0076 154 .0225 .0148 .0077 155 .0229 .0151 .0078 w� 156 .0231 .0152 .0079 157 .0235 . 0155 . 0080 � 158 .0237 .0156 .0081 159 .0342 .0160 .0083 160 .0345 .#lGl .0083 161 .0250 .0165 .0085 162 .0253 .0167 .0086 =� 163 .0259 .0170 .0088 164 .0262 .0173 .0089 No 165 .0268 .0177 .0091. 166 .027l .0179 .0093 3 167 .0279 .0184 .0095 168 .0282 .0186 .0096 169 .0291 .0192 .0099 170 .0295 .0194 .O101 J� 171 .0304 .0200 .0104 172 .0309 .0204 .0105 173 .0320 .0211 .0109 174 .0326 .0214 .011l 175 .0338 .0223 .0115 176 .0345 .0327 .0118 177 .0360 .0237 .0I23 178 .0368 ` .0243 .0125 179 .0386 .0254 .0132 180 .0396 .0261 .0135 3 �� M-1 iw File DSK1:IA4.DUI[74,1] printed on 09-Jun-89 08:29:53 page ll 181 .0419 .0276 .0143 182 .0432 .0284 .0147 �@ 183 .0461 .0304 .0157 184 .0479 .0315 .0163 l85 .0431 .0284 .0147 186 .0455 .0300 .0155 187 .0517 .0340 .0176 188 .0557 .0367 .0190 -n 1.89 .0671 .0442 .0229 l9O . 0758 .0499 .0258 w� 19l .1083 .0510 .0573 193 .1490 .0510 .0979 193 .4662 .0510 .4152 194 .0882 .0510 .0372 195 .0607 .0400 .0207 196 .0483 .0318 .0165 ww � 197 .0498 .0328 .0170 198 .0446 .0294 .0152 199 .0407 .0268 .0139 200 . 0376 .0248 .0138 � 201 .0352 .0232 .0120 ,6 202 .0332 .0218 .0113 203 .0314 .0207 .0107 no 204 .0299 .0197 .0102 205 .0286 .0189 .0098 el 206 .0275 .0181 .0094 307 .0265 ' .0174 .0090 308 .0256 .0l68 .0087 209 .0247 .0163 .0084 210 .0240 .0158 .0082 00 211 .0233 .0153 .0079 ' 212 .0227 .0149 .0077 21.3 .0321 .0145 .0075 214 .0215 .0142 .0073 215 .0210 .01.38 .0072 2l6 . O2O5 . Ol35 . 0070 217 .0260 .0171 .0089 218 .0256 .0169 .0087 219 .0252 .0166 .0086 w� 220 .0249 .0164 .0085 22l .0245 .0162 .0084 222 .024% .0160 .0083 223 .0239 .0158 .0082 10 234 .0236 .0156 .0081 225 .0234 .0154 .0080 226 237 .0231 .0228 .0152 .0150 .0079 .0078 228 .0226 .0149 .0077 229 .0224 .0147 .0076 230 .0221 .0146 .0075 231 .0219 .0144 .0075 232 .0217 .0143 .0074 233 .0215 .0142 .0073 234 .0213 .0140 .0073 235 .0211 .0139 .0072 236 .0309 .0138 .0071 237 .0207 ~0137 .0071. 238 .0306 .0136 .0070 239 .0204 .0134 .0070 � q- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.2161 -- TOTAL - STORM ---- F -- - E(ACRE- FEET.) - - - - -- 1_4007 ---------------- - - - - -- +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + * + + + + + + + + + + + + + + + +...f 21 E File I1SF(1:TA4.OUT174,l1 printed on 09- :Jun -89 08:30:15 Page 1' 240 .0202 .0133 .0069 241 242 .0` 01 .0199 .0132 .0131 .0068 .0068 243 .0198 .0130 .0067 244 .0196 .0129 .0067 245 .0195 .0128 .0066 246 ,0193 .0127 .0066 247 .0192 .0147 .0066 248 .0191 .0126 .0065 d 249 .0190 .0125 .0065 rri 250 .01.88 .0124 .0064 251 .0187 .0123 .0064 w 252 .0186 .0122 ,OOG3 253 .0185 .0122 .00G3 254 .0184 .0121 .0063 255 .0182 .0120 .0062 256 .0181 .0120 .0062 �1 257 .0180 .0119 .0062 , 258 .0179 .0118 .0061 259 .0178 .0117 .0063. 260 .0177 .0117 .0060 261 .0176 .0116 .00GO 262 .0175 .0116 .0060 263 .0174 .0115 .0059 264 .0173 .0114 .0059 265 .0173 .0114 .0050 266 .0172 .0113 .0059 2G7 .0171 .0113 .0058 268 .0170 .0112 .0058 269 .0169 .0111 .0058 270 .0168 .0111 .0057 271 .0167 .0110 .0057 272 .0167 .0110 ,0057 273 .01GG .0109 .0057 274 .0165 .0109 .0056 275 .0164 .0108 .0056 276 .0164 .0108 ,0056 277 .0163 .0107 .0056 278 .0162 .0107 .0055 279 .OIGl .01OG .0055 280 .0161 .0106 .0055 281 .0160 .0105 .0055 282 .0159 .0105 .0054 283 .0159 .0105 .0054 284 .0158 .0104 .0054 285 .0157 .0104 .0054 286 .0157 .0103 .0053 287 .0156 .0103 .0053 288 .0156 .0103 .0053 TOTAL SOIL RAIN LOSS (IN) = 4.37 TOTAL EFFECTIVE RUNOFF (IN) = 2.76 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.2161 -- TOTAL - STORM ---- F -- - E(ACRE- FEET.) - - - - -- 1_4007 ---------------- - - - - -- +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + * + + + + + + + + + + + + + + + +...f 21 E ow Wm ww : o File DSKl:IA4.OUI[74,1] printed on 09-Jun-89 08:30:37 Page 13 24 - H O U B S I O B M BUNOFP HYDBOGBApH +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph in 5. -minute intervals(CES) ------------------------------------------------------~-------------------- Iime(H+M) --------------------------------------------------------------------------- Volume(AF) Q(CES) O. 5.0' 10.0 15.0 20.0 O+ 5 .0001 .O% Q O+lO .0008 .)O Q 0+15 .0025 .25 Q 0+20 .0049 .34 Q � | 0+25 .0075 .37 Q 0+30 .O101 .39 Q 0+35 .0128 .39 Q 0+40 .0155 .39 Q 0+45 .0182 .39 p 0+50 .0209 .39 Q 0+55 .0237 .40 Q l+ O .0264 .40 Q l+ 5 .0291 .40 Q l+lO .0319 .40 Q 1+15 .O346 .40 Q 1+20 .0373 .40 QV | 1+25 .0401 .40 QV 1+30 .0429 .40 QV 1+35 .0456 .40 QV 1+40 .0484 .40 QV 1+45 .0512 .40 QV 1+50 .0540 .40 QV 1+55 .0568 .41 QV 2+ O .0596 .41 QV 2+ 5 .O624 .41 QV 2+10 .0652 .41 QV 2+15 .0680 .41 QV 2+20 .0708 .41 Q V 2+35 .0736 .41 Q V 2+30 .O765 .41 Q V 2+35 .0793 .41 Q V 2+40 .0822 .41 Q V 2+45 .0850 .41 Q V 2+50 .0879 .42 Q V 2+55 .0907 .42 Q V 3+ O .0936 .42 Q V 3+ 5 .0965 .43 Q V 3+10 .0994 .42 Q V 3+15 .1023 .43 Q V 3+20 .1052 .42 Q V 3+25 .1081 .42 Q V 3+30 .illO .42 Q V 3+35 .1139 .42 Q V � 3+40 .1169 .43 Q V 3+A5 .1198 .43 p V 3+50 .1227 .43 Q V 3+55 .1257 .43 Q V 4+ O .1386 .43 Q .V 4+ 5 .1316 .43 Q V � 4+10 .1346 .43 Q V Q6 F.J.1p LISK1:'1A4.UU'.1'C74, 11 printed on x:19 -- Jury - -89 08::31 :0:3 d flaqe 14 Np 4 +1.5 .1376 .43 0 V I 4 +20 .1406 .43 0 v I I 4 +25 .1436 .44 0 V i I 4 +30 .1466 .44 0 V I I 4 +35 .1496 .44 G v 4 +40 .1526 .44 0 v i 1 4 +45 .1556 .44 0 V I 4 +50 .1587 .44 0 v I 1 4 +55 .161.7 .44 0 V I I 5+ 0 .1648 .44 0 v 1 1 �rl 5+ 5 .1G78 .44 0 v I I 5 +10 .1709 .45 0 v I I 5 +15 .1740 .45 0 V I I 5 +20 .1771 .45 0 V 1 1 5 +25 .1802 .45 0 V I I 5+30 .1833 .45 0 V I I 5 +35 .1864 .45 0 v i 1 5 +40 .1895 .45 0 v I I 5 +45 .19: ?7 .46 Q V I I 5 +50 .1958 .46 0 v I I 5 +55 .1990 .46 [? V ( i G+ 0 .2021 .46 0 V 6+ 5 .2053 .46 Q v +�+ 6 +10 .2085 .46 0 v I I 6 +15 .2117 .46 0 v 6 +20 .2149 .47 0 V I 6 +25 .2181 .47 0 y i 6 +30 .2213 .47 0 V 1 1 6 +35 .2246 .47 0 v I I 6 +40 .2278 .47 0 V 6+45 .2311 .47 0 v R i 6 +50 .234:3 .47 0 v I I 6+55 .2376 .48 0 v ( I 7+ 0 . 2409 .48 0 V I I 7+ 5 .2442 .48 0 V I I 7 +10 .2475 .48 0 V I I 7 +15 .2508 .48 0 v I 1 7 +20 .2542 .48 0 v I I 7 +25 .2575 .49 0 v I I 7 +30 .2609 .49 0 V 1 i 7 +35 .2642 .49 0 v l I 7 +40 .2676 .49 0 V I I 7 +45 .2710 .49 0 V 7 +50 .2744 .49 0 v 7 +55 .2778 .50 0 v I 8+ 0 .2813 .50 0 v I I 8+ 5 .2847 .50 I v I I 8 +10 .2882 .50 10 v 8 +15 8 +20 2916 .2951 .50 .51 10 10 v I I v I I 8 +25 .2986 .51 IQ V I 8 +30 .3021 .51 10 V I I 8 +35 .3057 .53. In v 8 +40 .3092 .51 i n v I I 8 +45 .3128 .52 10 V I I 8 +50 .3163 .52 10 VI I 8 +55 .3199 .52 10• VI I 9+ 0 .:3'23 5 .5 10 v l I 9+ 5 .3271 .53 10 VI I d flaqe 14 Np ,� ` File DSKl:IA4.0UI[74,1] printed on 09-J1jn-89 08:31 :30 Page 15 9+10 .3308 .53 10 VI I � 9+15 9+20 .3344 .3381 .53 .53 |Q |Q VI V! | � I | 9+25 .3418 .53 10 V I I � v 93 .3*55 .5* |u V| 9+35 .3492 .54 10 Vi 9+40 .3529 .54 | Q V ~� 9+45 .3567 .54 (Q V � { 9+50 .3604 .55 In V | � 9+55 .3642 .55 in V \ lO+ O .3680 .55 in V | � lO+ 5 .3719 .56 10 V ! � lO+lO .3757 .56 \Q V � 10+15 .3796 .56 1Q V � | 1.0+20 .3835 .56 In V 10+25 .3874 .57 10 IV | � 10+30 .3913 .57 Q 1V I \ 10+35 .3953 .57 10 |V I � 10+40 .3992 .58 |Q IV I � 10+45 .4032 .58 |Q |V I � 10+50 .4072 .58 IQ IV | � 10+55 .4113 .59 10 IV | � ll+ O .4153 .59 In |V I � n� ll+ 5 .4194 .59 10 |V I � ll+lO .4335 .6O Q V 11+15 .4277 .60 . IQ / V | | 11+20 .4318 .60 |Q . � V m� 11+25 .436O .61 10 V 11+30 .4402 .6l 10 | V 11+35 .4445 .62 10 V 11+40 .4488 .62 10 V | 11+45 .4531 .63 10 | V 11+50 .4574 .63 IQ V | � 11+55 .4618 .63 10 V � l2 O .*662 .u* |u | v | � 12+ 5 .47O6 .64 �Q | V } � 12+10 .4748 .61 In v V | � 12+15 .4786` .56 10 V | | 12+20 .4823 .53 10 V 0� 13+25 .4859 .52 IQ V 12+30 .4895 .53 10 | V � | 12+35 .4931 .53 |Q | V � 12+40 .4968 .54 |Q | V | | 12+45 .5005 .54 |Q \ V | � 13+50 .5043 '55 |Q V � \ 12+55 .5081 .56 In | V 13+ O .5120 .56 |Q V i \ 13+ 5 .5159 .57 |Q V | � @0 13+10 13+15 .5199 .5240 .58 .59 IQ |Q | | V � | V � ! 13+20 .5281 .60 10 V 13+25 .5322 .60 IQ I V 13+30 .5365 .61 IQ I V 13+35 .5407 .62 In I V 13+40 .5451 .63 \Q 1 V 13+45 .5495 .64 in ! V 13+50 .5541 .66 }Q | V N� 13+55 .5587 .67 {Q 1 V 14+ O .5633 .68 IQ I V I � ,� ` File DSKl:TA4.OUT[74,l] printed or, 09-Jun-89 08:31:55 _ _ 14+ 5 .5681 ,69 In 14+10 .5730 .71 |Q 14+15 .5780 .72 IQ 14+20 .5831 .74 10 14+25 .5883 .76 In 14+30 .5936 .77 10 14+35 .599l .79 |Q 14+40 .6047 .82 10 L4+45 .6105 .84 IQ 14+50 .6164 .86 10 14+55 .6226 .89 IQ 15+ O .6289 .92 IQ 15+ 5 .6355 .96 111 15+10 .6424 .99 |Q 15+15 .6495 1.04 | Q 15+20 .6570 1.08 Q 15+25 .6647 1.13 Q 15+30 .6726 1.14 Q 15+35 .6804 1.14 Q 15+40 .6885 l.18 Q 15+45 .6973 1.28 Q 15+50 .7072 1.43 Q 15+55 .7190 1.71 Q 16+ O .7363 2.52 Q 16+ 5 .7714 5.10 � 16+10 .8467 10.93 � 16+15 .9445 14.21 At- . l6+2O 1.0082 9.24 16+25 1.0384 4.39 � 16+30 1.0538 2.33 ! Q 16+35 1.0645 1.55 Q 16+40 1.0738 1.35 Q 1.6+45 1.0811 1.06 Q 16+50 1.0878 .97 10 16+55 1.0940 .90 10 17+ 0 1.0998 .85 in 17+ 5 1.1054 .80 IQ 17+10 1.1106 .76 10 17+15 1.1156 .73 10 17+20 1.1305 .70 IQ 17+25 1.1251 .67 |Q 17+30 1.1396 .65 IQ 17+35 1.1339 .63 \Q 17+40 1.138I .6l in 17+45 1.1421 .59 IQ 17+50 1.1461 .57 |Q 17+55 1.1499 .56 |Q 18+ O 1.1536 .54 In 18+ 5 1.1573 .54 |Q 18+10 1.1612 .56 IQ 18+15 1.1653 .60 |Q 18+20 l.l696 .63 10 18+25 1.1740 .63 IQ 18+30 1.1783 .62 10 18+35 1.1825 .62 In 18+40 1.1867 .61 10 18+45 1.1909 CO . !Q 18+50 1.1950 .59 |Q 18+55 1.1990 .59 |Q Q ki | V / V \ V V � V � V � V � V � V � V � V � V� V� V� V V� V� V V| V� V V \V �V |Q V F Q Page 16 VQ� V� V� V V V V �V �V �V V �V �V V �V �V |V |V |V �V �V �V � V � V � V � V | V � V � V � V � V | V | V � � h t ri �I Pile DSFt1:TA4.0UT[74,11 printed on 09- Jun -89 08:32:20 Page 17 19+ 0 1.2030 .58 1 0 I I I V 19+ 5 1.2070 .57 In I I I V I 19 +10 1.2109 .57 IQ I I I V I 19 +15 1.2148 .56 IQ I I I V I 19 +20 1.2186 .56 IQ I I I V I 19 +25 1.2224 . 55 in I I i V 1 19 +30 1.2261 .55 1 I I I v 1 19 +35 1.2299 .54 IQ I I I V 1 19 +40 1.2335 .54 I« 1 I I V 19 +45 1.2372 .53 1 0 1 I 1 V I 19 +50 1.2408 .53 IQ I ( I t) I 19 +55 1.2444 .52 10 1 I 1 V i 20+ 0 1.2480 .52 ILI I I I V I 20+ 5 1.2515 .51 1 I I I V 1 20 +10 1.2550 .51 IQ I I I V 1 20 +15 1.2585 .50 1 I I I V I 20 +20 1.2619 .50 IQ I I I V 1 20 +25 1.2653 .50 0 I i I V i 20 +30 1.2687 .49 U I ( I v i 20 +35 1.2721 .49 0 I I I V I 20 +40 1.2755 .49 n I I 1 V 1 20 +45 1.2788 .48 0 I I I V I 20 +50 1.2821 .48 0 1 I ( V 1 20 +55 1.2854 .48 0 ( I I V i 21+ 0 1.2886 .47 0 I I I V 1 21+ 5 1.2919 .47 0 I I I V I 21+10 1.2951 .47 0 I I I V I 21 +15 1.2983 .46 0 I I I V I 21 +20 1.3014 .46 P I 1 I V I 21 +25 1.3046 .46 0 I I I V 21 +30 1.3077 .46 Q I I I v I 21 +35 1.3109 .45 0 I I i V I 21 +40 1.3140 .45 0 I I ( V I 21 +45 1.3170 .45 0 I I I V I 21 +50 1.3201 .45 0 I I I v I 21 +55 1.3232 .44 0 I I ( V I 22+ 0 1.3262 .44 L1 I I I V I 22+ 5 1.3292 .44 0 I 1 I V I 22 +10 1.3322 .44 U i i ( V I 22 +15 1.335 .43 0 I I I V 1 22 +20 1.3382 .43 0 ( I I V I 22 +25 1.3411 .43 0 I I i V I 22 +30 1.3441 .43 0 ( I I V I 22 +35 1.3470 .42 0 ( I I V I 22 +40 1.3499 .42 L2 I I i V 22 +45 1.3528 .42 0 I I I V I 22 +50 1.3557 .42 0 I I I V I 22 +55 1.3585 . 42 0 I i I V I 23+ 0 1.3614 .41 0 I I I V 23+ 5 1.3642 .41 0 I 1 I V 1 2 +10 1.3671 .41 Q I I I V1 23 +15 1.3699 .41 0 I I i VI 23 +20 1.3727 .41 0 ( I I VI 23 +25 1.3755 .41 0 1 I I VI 23 +30 1.3783 .40 Q I I I V1 23 +35 1.3810 .40 U I I I V1 23 +40 1.3838 .40 0 I I I VI 23 +45 1.3865 .40 0 I ( I VI 23 +50 1.3893 .40 0 I I I ?' V 1 Im Fl k Apo File DSK,l:TA4.OUTC74,11 printed on 09- Jun -89 08:32:45 Page 18 23 +55 1.3920 .40 Q I I I VI 24+ 0 1.3947 .39 0 I I I VI 24+ 5 1.3973 .38 Q I I I 24 +10 1.3993 .2` 8 I I I V I 24 +15 1.4002 .14 Q I I I VI 24 +20 1.4006 .05 0 I I I VI 24 +25 1.4007 .02 Q I I I VI 24 +30 1.4007 .01 0 I I I VI 24 +35 1.4007 0.00 Q ( I I V Im Fl k Apo r t t i HYDROLOGY STUDY FOR TRACT 13597 UNDER DEVELOPED CONDITIONS UNIT HYDROGRAPH FOR 10 YEAR STORM, 24 HOUR z e 0 f i le DSKI : TA2.OUT1:74 . 11 Printed on 09--Ji.in -89 08:33 :03 Pa, 1 ++++ t+++•+•+++++++++++++++++++++++++++++++++++++++++• 1 • + + + + + + + + + + + + +•4•+ + + + + + +4 - +•1• San Bernardino County Unit Hydrology Method Manual Bate '- August 1986 Copyright (c) Ci.vi1.Cadd /CivilDesign, 1988 p v ++t + + +++ F + +t +t +t•1• 4• + +•4• + + +4- 4•+ + ++4•+ + + + + +•h t t t+ .... + + + + + + +++++ + + t +t t t + + ++•f ++ + ++ +t+ + + + + + + + + ++ PROJECT TITLE HEADING,: +++++++++++++ + + + + + + + + + + + + + + +• + + + + + + + + + ++ UNIT HYDROGRAPH FOR TRACT 13597,WITH DEVELOPED CONDITIONS 10 YEAR STORM CITY OF FONTANA, COUNTY OF SAN BERNARDINO ++++++ t•4+ t++++++++++ t+++t+++ 4•++++++++• 4 t++++++ t++ + + ++ + + + + +++ + + + + + + + +t + + ++ +•M+ + t++++• 4•+++++++++• F+++++++++++++++++++++++++++++ + ++ ++ ++ ++t+ + + +t +++t + + •F i •+ ++ + ++ U N I '.0 - H Y 11 R O G R A P H A N A 1. Y S I S 10 Y E A R S T 0 R M ANTECEDENT MOISTURE CONDITION = 2 +++tt+++++ t++++++++++++++++++++ t+++++++++++++ t++ ++ +t + +t + + ++ + + + + + +t4• + + +4• ++ Area Averaged Rainfall Intf.-?nsity '[sohyetal Data: Sub -Area 11ur:at4.on Intensity (Acres) (Hours) (Inches) RAINFALL DATA FOR YEAR 1.0 6.08 1 1.00 RAINFALL DATA FOR YEAR 10 6.08 G 2.63 --------------.------------------------------------------------------- - - - - -- spa RAINFALL DATA FOR YEAR 10 6.08 24 5.50 ++++• ht++++++ 4. 4•++++ 4•+++++++ t+++• 4'++++++++++++tt + +t++ + ++ ++ +++ +++ + + + + ++ + ++ +++4t The 24 hour rainfall figure used to calculate the soil loss rates Fm and Yb w 5.500 Inches Formulas used: Y = (P24- 1•a) "2 i (P24- Ia +S)P24 where S = 1000 /SCS(CN) - 10 YE, == 1 - Y(•area averaged) Ep = I - Y ; and Fm = AY * Fp RATE, FM * ******* **** ** ** AREA- AVERAGED MAX LOSS SCS CURVE SCS C1_1RVE AREA AREA FP AP FM NO.(AMCI:I:) NO.(AMC2) (ACRES) FRACTION (IN /HR) (DEC.) (IN /HR) 44.9 44.9 6.08 1.000 .890 .748 .666 Area - Averaged Adjusted Loss Rate,FM (IN /HR)= .666 **** ***** AREA - AVERAGED LOW LOSS RATE FRACTION, YB********* spa File DSK1:TA2.OUTC74;ll ------------------------------------------------------------------------------ INTERVAL printed on 09- Jun -89 08:33:19 Page 2 �r AREA AREA SCS CN SCS CN S PERVIOUS (ACRES) FRACT lAMC21 (AMC2) YIELD FR 4.55 .748 44.9 44.9 12.27 .110 1.53 .252 98.0 98.0 .20 .957 Area-Averaged Catchment Yield Fraction, Y = .323 Area - Averaged Low Loss Fraction, Yb = .677 " ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ User entry of time of concentration (Hours) _ .22: Watershed Area = 6.080 Acres 'LAG' Time = .178 Hours Unit Hydrograph Time Unit _ 5.000 Minutes Unit Interval Percentage Of Lag Time = 46.859 Hydrograph Baseflow = .000(CFS) Mas:imum Watershed Loss Rate(EM) (In /Hr) _ .666 Low Loss Rate Pereentage(Yb) (Decimal.) _ .677 Valley Developed S -Graph Selected Computed Peak. 5- Minute Rainfall( Inches)= .370 ' Computed Peak. 30- Minute Rainfall(Inches)= .758 Specified Peak. I -Hour Rainfall(Inches)= 1.000 Computed Peak. 3 -Hour Rainfall(Inches)= 1.809 Specified Peak. G -Hour Rainfall(Inches) = 2.630 Specified Peal; 24 -Hour Rainfall(Inches)= 5.500 Rainfall Depth Area Reduction Factors: Using a TOTAL Area of G.08 Acres (Ref: Fig. E -4) 5- Minute Factor = 1.000 Adjusted Rainfall = .370 �+ 30- Minute Factor = 1.000 Adjusted Rainfall = .758 I -Hour Factor = 1.000 Adjusted Rainfall = 1.000 �* 3 -Hour Factor = 1.000 Adjusted Rainfall = 1.809 6 -Hour Factor = 1.000 Adjusted Rainfall = 2.630 24--Hour Factor = 1.000 Adjusted Rainfall = 5.500 +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ U N I T H Y D R 0 G R A P H ++++• a+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + ++ Unit Hydrograph Determination k as 4 ------------------------------------------------------------------------------ INTERVAL 'S' GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 414 ------------------- --- ----------------------------------------------------- ---- 1 4.047 2.975 Id 2 26.371 1G.415 3 63.531 27.323 A 4 86.949 17.219 i 5 95 . 782 6.495 G 98.429 1.946 7 99.282 .628 8 100.000 .528 ++++++++++++++++++++++++++++++++++++++++++++++++++ •1• + + + + + + + + + + + + ++• +•i• + + + + + ++ ` ++++++++++++• i+++++++++++++++• 1++++++++++• F• f++++ +F +F + +F + +F + + ++ ++ + + + + + + + + + + + ++i PEAK UNIT ADJUS'T'ED MASS-RAINFALL UNIT RAINFALL NUMBER (INCHES) (INCHES) 1 .37 .37 a a fi "! 8i 1e IiSK.I :TA'2. OUT E74,11 printed on 09- Jun -89 08:33:38 3 4 .57 .64 .09 .07 5 .70 .06 6 .'76 .05 7 .81 .05 8 .85 :04 9 .89 .04 10 .93 .04 11 .97 .04 12 1.00 .03 13 1.04 .04 •.,� 14 1.09 .0 4 15 1.13 .04 1 6 1.17 .04 17 1.'21 .04 18 1.24 .04 d o 19 1.28 .04 20 1.32 .04 21 1.35 .0 4 22 1.39 .03 +� 23 1.42 .03 24 1.45 .03 *�+ 25 1.49 .0 :3 2G 1.52 .03 Oki 27 1.55 .03 28 1.58 .03 M 29 1.61 .03 d w 30 1.64 .03 31 1 .67 .03 32 1.70 .03 33 1.73 .03 34 1.75 .03 35 1.78 .03 36 1.81 .03 37 1.84 .03 38 1.86 .03 39 1.89 .03 a 40 1.92 .03 40 41 1.94 .03 42 1.97 .03 No 43 1.99 .03 44 2.02 .02 • 45 2.04 .02 46 2.07 .02 47 2.09 .0:: 48 2.11 .02 49 2.14 .02 50 51 2.16 2.18 .02 .02 52 2.2 .02 53 2.23 .02 54 2.25 .02 55 2.27 .02 56 2.30 .02 57 2.32 58 2.34 .0 .02 59 2.36 .02 60 2.38 .02 �1 Pa-3e 3 0LI Page 4 Ip5 File USKI:TA2.OUTC74,11 printed on 09-Jun-89 08:33:56 61 2.40 .02 62 2.43 .02 63 2.45 .02 64 2.47 .02 65 2.49 .02 66 2.51 .02 67 2.53 .02 68 2.55 .02 6 9 2.57 • 02 +" 70 2.59 .02 71 2.61 .02 72 2.63 .02 73 2.65 .02 74 2.67 .02 id 75 2.69 .02 76 2.71 .0 77 2.73 .02 78 2.74 .02 79 2.76 .02 80 2. 78 .02 81 2.80 .02 w 82 2.82 .02 83 2.84 .02 84 2.85 .0 2 85 2.87 .02 Oki 86 2.89 .02 87 2.91 .02 �* 88 2.93 .02 89 2.94 .02 90 2.96 .02 91 2.98 .02 92 3.00 .0 93 3.01 .02 94 3.03 .02 95 3.05 .02 96 3.07 .02 97 3.08 .02 98 3.10 .02 99 3.12 .02 100 3.13 .02 101 3.15 .02 102 3.17 .02 t03 3.18 .02 r+ 1.04 3.20 .02 105 3.21 .02 106 3.23 .02 107 3.25 .02 108 3.26 .02 109 3.28 .02 1.10 3.30 .02 111 3.31 .02 112 3.33 .02 113 114 3.34 3.36 .02 .02 115 3.37 .02 116 3.39 .0: 117 3.41 .02 118 3.42 .02 119 3.44 .02 wl Page 4 Ip5 File DSKl:IA2.OUI[74,l] printed on 09-Jun-89 08:34:13 Page 5 ) ov 120 3.45 .02 � 121 123 3.47 3.48 .02 .02 123 3.50 .02 124 3.51 .02 125 3.53 .02 l26 3.54 �Ol -- 127 3.56 .Ol 128 3.57 .Ol � 129 3.59 .Ol 130 3.60 .Ol 131 3.63 .01 132 3.63 .Ol � 133 3.65 .Ol 134 3.66 .Ol 135 3.67 .Ol 136 3.69 .Ol 137 3.70 .Ol 138 3.72 .Ol 139 3.73 .01. � 140 3.75 .Ol w� 141 3.76 .Ol 142 3.78 .Ol �w 143 3.79 .Ol 144 3.8O . Ol 145 3.82 .Ol 146 3.83 . .Ol 1.47 3.85 .01 148 3.86 .01. 149 3.87 .Ol 150 3.89 .Ol ^` 151 3.90 .Ol 152 3.91 .Ol l53 3.93 .Ol 154 3.94 .01. ' 155 3.96 .Ol 156 3.97 .Ol 157 3.98 .Ol 158 4.00 .Ol m� 159 4.01 .Ol 160 4.02 .Ol 161 4.04 .01. ' 162 4.05 .01 �w l63 . 4.06 .Ol 164 4.08 .Ol l65 4.09 .Ol 166 4.10 .Ol 167 4.12 .01 l68 4.13 .Ol l69 4.14 .O1 170 4.15 .Ol 171 4.17 .Ol 172 4.18 .Ol 173 4.19 .O] 174 4.21 .01 175 4.23 .Ol Q0 176 4.23 .01 1.77 4.24 .Ol 178 4.26 .Ol Page 5 ) ov File USK'l:TA2.OUTC74,11 printed on 09- Jun -89 08:34:31 Page C> IV, 179 4.27 .01 180 4.28 .01. L8'1 4.30 .01 182 4.31 .01 183 4.32 .01 184 4.33 .01 185 4.35 j01 186 4.:36 .01 187 4.37 .01 188 4.38 .01 189 4.40 .01 190 4.41 .01 191 4.42 .01 192 4.43 .01 193 4.44 .01. 194 4.46 .01 ay 195 4.47 .01. 196 4.48 .01 197 4.49 .01 198 4.51 .01 199 4.52 .01 200 4.53 .01 201 4.54 .01 202 4.55 .01 203 4.57 .01 204 4.58 .01 205 4.59 .01 206 4.60 .01 207 4.61 .01 208 4.63 .01 ,. 209 4.64 .01 210 4.65 .UJ. 211 4.66 .UJ. 212 4.67 .01 213 4.68 .01 214 4.70 .01. 215 4.71 .01 216 4.72 .01. 217 4.73 .01 irk 218 4.74 .01 219 4.75 .01. w., 220 4.77 .01 221 4.78 .01 w 222 4.79 .01 223 4.80 .01. 224 4.81 .01 225 4.82 .01 226 4.83 . () 1 27 4.85 .01 228 4.86 .01 229 4.87 .01 230 4.88 .01 231 4.89 .01 232 4.90 .01 233 4.91 .01 234 4.92 .01 235 4.94 .01 236 4.95 .01 237 4.96 .01 Page C> IV, n& �, File DSK1:IA2.OUI[74,1] printed on 09-Jun-89 O8:34:48 Page 7 338 4.97 .01 @� 239 240 4.98 4.99 .Ol .Ol 241 5.00 .Ol 242 5.01 .Ol 243 5.02 .01 244 5.04 ..Ol -- 245 5.05 .Ol 246 5.06 .Ol D� 247 5.07 .Ol 248 5.08 .Ol 249 5.09 .O] 350 5.10 .Ol d� 251 5.11 .Ol 252 5.12 .Ol 253 5.13 .Ol 254 5.14 .Ol 255 5.16 .Ol 256 5.17 .Ol 257 5.18 .Ol h/ 358 5.19 .Ol 259 5.20 .01 260 5.21 .Ol w� 261 5.23 .Ol ". �w 262 ^ 5.23 ^ Ol 263 5.24 .Ol 264 5.25 .Ol 265 5.26 . .01 266 5.27 .Ol 267 5.28 .Ol 268 5.29 .Ol 269 5.30 .Ol 270 5.31 .Ol 371 5.33 .O] 272 5.34 .01 273 5.35 .O] 274 5.36 .Ol 375 5.37 .Ol h. 276 5.38 .Ol 277 5.39 .Ol 278 5.40 .Ol 379 5.41 .Ol � 380 5.42 ' . Ol 281 5.43 .Ol 282 5.44 .01 283 5.45 .01 284 5.46 .Ol 285 5.47 .Ol 286 5.48 .Ol Q� 287 5.49 .01 288 5.50 .Ol +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UNIT UNIT UNIT EFFECTIVE PERIOD BAINEAL� SOIL-LOSS RAINFALL (NUMBER) ()'NCHSS) (INCHES) (INCHES) --------------------------------------------------------------------------- .0102 ` .0069 .0033 .0102 .0069 .0033 3 .0102 .0069 .0033 n& �, pA File DSKI:TA2.OIJTC74 printed on 09- Jura -•89 08:35:05 Page 8 4 .0102 .0009 .0033 5 6 .0103 .0103 .0069 .0070 .0033 .0033 7 .0103 .0070 .0033 8 .0103 .0070 .0033 9 .0104 .0070 .0034 10 .0104 .0070 .0034 11 .0104 .0071 .0034 12 .0104 .0071 .0034 13 .0105 .0071 .0034 1.4 .0105 .0071 .0034 15 .0105 .0071 .0034 w 1.6 .0106 .0071 .0034 1.7 .0106 .0072 .0034 1.8 .0106 .0072 .0034 19 .0107 .0072 .00:34 30 .01.07 .0072 .0035 �j 21 .0107 .0072 .0035 22 .0107 .0073 .0035 23 .0108 .0073 .003`; 24 .0108 .0073 .0035 06 25 .0108 .0073 .00 35 , 26 .01.08 .0073 .0035 ^ 27 .0109 .0074 .003 no 28 .0109 .0074 .0035 29 .0110 .0074 .0035 30 .0110 .0074 .0035 ..r 31 .0110 .0075 .0036 32 .0110 .0075 .0036 33 .0111 .0075 .0036 34 .0111 .0075 .0036 35 .0111 .0075 .0036 im 36 .0112 .0076 .0036 37 .0112 .0076 .0036 an 38 .0112 .0076 .003G Ai 39 .0113 .0076 .0036 40 .0113 .0076 .0037 41 .0113 .0077 .0037 42 .0114 .0077 .0037 iw 43 .0114 .0077 .003 7 44 .0114 .0077 .0037 !"* 45 .0115 .0078 .0037 46 .0115 .0078 .0037 47 .0116 .0078 .0037 48 .0116 .0078 .0037 4 9 .0116 .0079 .0038 50 .0117 .0079 .0038 51 .0117 .0079 .0038 52 .0117 .0079 .0038 53 .0118 .0080 .0038 ' =;4 .0118 .0080 .0038 55 .0119 .0080 .0038 56 .0119 .0081 .0038 57 .0120 .0081 .0039 58 .0120 .0081 .0039 59 .0120 .0081 .0039 CIO .0121 .0082 .0039 61 .0121 .0082 .0030 62 .0122 .0082 .0039 C 1 yArq pA File DSKl:TA2.OUTC74,11 printed on 09- Jury -89 08:35:28 a 0 iw a� E J J Page 9 63 .0122 .0083 .0040 64 .0122 .0083 .0040 65 .0123 .0083 .0040 66 .0123 .0083 .0040 67 .0124 .0084 .0040 68 .0124 .0084 .0040 09 .012; .0084 .0040 70 .0125 .0085 .0040 71 .0126 .0085 .0041 72 .0126 .0085 .0041. 73 .0127 .0086 .0041 74 .0127 .0086 .0041. 75 .0128 .0086 .0041 76 .0128 .0087 .0041 77 .0129 .0087 .0042 78 .0129 .0087 .0042 79 .0130 .0088 .0042 80 .0130 .0088 .0042 81 .0131 .0089 .0042 82 .0131 .0089 .0042 83 .0132 .0089 .0043 84 .0132 .0090 .0043 85 .0133 .0090 .0043 86 .0134 .0090 .0043 87 .0134 .0091 .0043 88 .0135 .0091 .0044 89 .0136 .0092 .0044 90 .0136 .0092 .0044 91 .0137 .0093 .0044 92 .0137 .0093 .0044 93 .0138 .0093 .0045 94 .0139 .0094 .0045 95 .0139 .0094 .0045 96 .0140 .0095 .0045 97 .0141 .0095 .0046 98 .0141 .0096 .0046 99 .0142 .0096 .0046 100 .0143 .0097 .0046 101 .0144 .0097 .0046 102 .0144 .0098 .0047 103 .0145 .0098 .0047 104 .0146 .0099 .0047 105 .0147 .0099 .0047 106 .0147 .0100 .0048 107 .0148 .0100 .0048 108 .0149 .0101 .0048 109 .0150 .0101 .0048 110 .0150 .0102 .0049 ill .0152 .0103 .0049 112 .0152 .0103 .0049 113 .0153 .0104 .0050 114 .0154 .0104 .0050 115 .0155 .0105 .0050 116 .0156 .0105 .0050 117 .0157 .0106 .0051 118 .0158 .0107 .0051 119 .0159 .0108 .005:1 120 .0160 .0108 .0052 12). .0161 .0109 .0052 110 \�� File DSKl:IA2.0UI[74,l] printed on 09-Jun-89 08:35:52 Page lO - 122) .0162 .0110 .0052 123 .0163 .011O 124 .0164 .0111 .0053 .0053 ~~ 125 .0166 .0112 .0054 126 .0166 .0113 .0054 137 .0168 .0114 .0054 128 .0169 .0114 .0055 129 .0170 .0115 .0055 130 .0171 .0116 .0055 131 .0173 .0117 .0056 132 .0174 .0118 .0056 133 '0176 .0I19 .0057 0� 134 135 .0177 .0178 .0119 .0121 .0057 .0058 136 .0179 .0131 .0058 137 .0181 .0123 .0059 138 .0182 .0123 .0059 l39 Ol85 ' . Ol25 . 0060 140 .0186 .0126 .0060 141 .0188 .0127 .0061. OR 142 .0189 .0128 .0061 143 .0191 .0139 .0062 144 .0193 .0130 .0062 145 .0198 .0134 .0064 146 .0199 .0135 .0064 147 .0202 .0136 .0065 148 '0203 .0137 .0066 149 .0206 . .0139 .0067 -' 150 .0207 .0140 .0067 151 .0210 .0142 .0068 152 '0212 .0143 .0069 153 .0215 .0146 .0070 154 .0217 .0147 .0070 155 .0220 .0149 .0071. 156 .0222 .0150 .0072 157 .0326 .0153 .0073 158 .0238 .0154 .0074 159 .0332 .0157 .0075 160 .0234 .0158 .0076 161 .0239 .0162 .0077 162 .0241 .0163 .0078 163 .0246 .0166 .0080 164 .O349 .Ol88 . 0080 l65 .O254 .0172 .0082 166 .0257 .0174 .0083 167 .0263 .0178 .0085 168 '0266 .0180 .0086 169 .0273 .0185 .0088 170 171 .0277 .0284 .0187 .0192 .0090 .0092 172 .0289 .0195 .0093 173 .0297 .0201 .0096 174 .0302 .0204 .0098 175 .0312 .0311 .O101 176 .0318 .0215 .0103 l77 .0330 .0223 .0107 178 .0337 ` .0228 .0109 179 .0352 .0238 .0114 ISO .0360 .0243 .0116 J� \�� '� ' File DSKl:IA2.OUI[74,1] printed on 09-Jun-89 08:36:15 page ll 181 .0378 .0256 .0122 182 '0389 .0263 .0126 N� 183 .0412 .0279 .0133 184 '0426 .0288 .0138 185 .0342 .0231 .011l 186 .0361 .0244 .0117 187 .0410 .0277 .0133 188 .0442 .0399 .0143 189 .0533 .0361 .0172 190 .0601 .0407 .0195 191 .0860 .0555 .0305 192 .1182 .0555 .0627 193 .3700 .0555 .3145 194 .0700 .0474 .0227 195 .0482 .0326 .0156 196 .0384 .0259 .0124 p� 197 .0442 .0299 .0143 /) 198 . 0400 .0271 .0129 199 .0369 .0249 .0119 200 .0344 .0233 .011l �= 201 .0324 .0319 .0105 202 '0307 .0208 .0099 203 .0293 .0198 .0095 m� 204 .0280 .0190 .0091 ` 305 .0270 .Ol82 .0087 206 .026O .0176 .0084 207 .0251 . .0170 .0081 208 209 .0244 .0236 .0165 .0160 .0079 .0076 210 .0230 .0156 .0074 211 .0224 .0152 .0073 �< 212 .0219 .0148 .0071 2 1 '0214 .0144 .0069 21.4 .0209 .0141 .0068 215 .0204 .0138 .0066 b� m� 216 .0200 .0136 .0065 217 .0194 .0131 .0063 218 .0190 .0129 .0062 21.9 '01.87 .0126 .0060 220 .0183 .0124 .0059 221 .0180 .0122 .0058 m~ 222 .0177 .Ol%O .0057 � 223 '0175 .0118 .0057 224 .0172 .0116 .0O56 225 .0170 .0115 .0055 326 .Ol67 .0113 .0054 227 .0165 .011l .0053 228 .0163 .011O .0053 229 230 .0160 .0158 .0109 .0107 .0052 .0051 231 .0156 .0106 .005 ' 232 .0155 .0105 .0050 233 .0153 .0103 .0049 234 .0151 .0102 .0049 235 .0149 .0101 .0048 236 .0148 .OlOO .0048 237 .0146 .0099 .0047 238 .0145 .0098 .0047 239 .0143 .0097 .0046 '� ' File DSKl:IA2.OUI[74,1] printed on 09-Jun-89 08:36:37 ` Page 12 340 .0142 .0096 .0046 241 .0140 .0095 .0045 242 .0139 .0094 .0045 243 .0138 .0093 .0045 244 .0136 .0092 .0044 245 .0135 .0091 .0044 246 .0134 .0091 .0043 247 .0133 .0090 .0043 248 .0132 .0089 .0043 249 .0131 .0088 .0042 250 .0130 .0088 .0042 251 .0128 .0087 .0042 252 .0127 .0086 .0041 253 .0126 .0086 .0041 254 .0125 .0085 .0041 255 '0125 .0084 .0040 256 .0124 .0084 .0040 257 .0123 .0083 .0040 258 .0123 .0082 .0039 259 .0121 .0082 .0039 260 .0120 .0081 .0039 261 .0119 .0081 .0039 262 '0118 .0080 .0038 263 '0118 .0080 .0038 264 .0117 .0079 .0038 365 .0116 .0079 .0038 266 .0115 . .0078 .0037 367 .0115 .0078 .0037 268 .0114 .0077 .0037 269 .0113 .0077 .0037 270 .0113 .0076 .0036 371 '0113 .0076 .0036 272 .011l .0075 .0036 273 .011l .0075 .0036 274 .011O .0074 .0036 275 .0109 .0074 .0035 276 .0109 .0074 .0035 277 .0108 .0073 .0035 278 .0107 .0073 .0035 279 .0107 .0073 .0035 280 .0106 .0072 .0034 281 .0106 .0072 .0034 282 '0105 .0071 .0034 283 .0105 .0071 .0034 284 '0104 .0070 .0034 285 .0104 .00?O .0034 286 .0103 .0070 .0033 287 .0103 .0069 .0030 288 --------------------------------------------------------------------------- .0102 .0069 .0033 TOTAL SOIL RAIN LOSS (IN) = 3.50 TOTAL EFFECTIVE RUNOFF (IN) = 2.00 ___________________________________________________________________________ � TOTAL SOIL-LOSS VOLUMS(ACBS-FEET) = 1.7727 TOTAL STORM RUNOFF VOLUME(ACBS-FEET) = 1.0134 ---------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �� y D I I Time(H +M) File 1ISF(1 : TA2.OUTC:74 r 11 printed on 09- Jun -89 08:36:59 Page 13 5. 24 - H O U R S T 0 R M Q R U N O F F H Y D R O 6 R A P H .06 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ .0016 Hydro3raph in 5. - minute intervals(CFS) D I I Time(H +M) Volume(AF) Q(CFS) 0. 5. 0+ 5 .0001 .01 Q I 0 +1.0 .0005 .06 U 0+15 .0016 .15 0 I 0 +20 .0030 .21 Q 0 +25 .0046 .23 0 I 0 +30 .0063 .24 0 0 +35 .0079 24 Ll 0 +40 .0096 .24 0 0 +45 .0113 .25 0 I 0 +50 .0130 .25 0 0+55 .0147 .'::J 0 1+ 0 .0164 .25 0 1+ 5 .0181 .25 0 1 +10 .0198 .23 Q 1 +15 .0215 .25 N 1 +20 .0233 .25 Q 1 +25 .0250 .25 0 1 +30 .0267 .3 C2V 1 +35 .0284 .25 OV 1 +40 .0302 .25 OV 1 +45 .0319 .25 OV 1 +50 .0337 .25 OV 1 +55 .0354 .25 OV 2+ 0 .0372 .26 OV 2+ 5 .0389 .26 OV 2+1.0 .0407 .. C)V 2 +15 .042' .26 OV 2 +20 .0443 .26 OV 2 +25 .0460 .26 OV 2 +30 .0478 .26 OV 2 +35 .0496 .26 ov 2 +40 .0514 .26 Q V 2 +45 .0532 .26 0 V 2 +50 .0550 .26 Q V 2 +55 .0568 .26 0 V 3+ 0 .0587 .26 0 V 3+ 5 .0605 .26 0 V 3 +10 .0623 .27 0 V 3 +15 .0641 .27 0 V 3 +20 .0660 .27 0 V 3 +25 .0678 .27 0 V 3 +30 .0697 .27 0 V 3 +35 .0715 .27 C? V 3 +40 .0734 .27 0 V 3 +45 .0753 .27 0 V 3 +50 .0771 .27 0 V 3 +55 .0790 .27 0 V 4+ 0 .0809 .27 0 N 4+ 5 .0828 .27 0 V 4 +10 .0847 .28 Q V 0' 10.0 15.0 20.0 I I I I I I I : I I I I I i I I i I I I I I I I I I I i I I I I I i I i I I i i I I I I I I i I i I I I I I I i I I I I I I I I I i I I I I I I I ( I I I I i I i I I I i I I I I I I I i I I I I I I I I I I I I I I I i I I I I I I I I i I I I t I i I I I i I I I I I 1 I I I I I I I I I I I I I I I I I I I i I I I I I i i ,,a File PSKI:TA2.OU•TC74,11 printed on 09- Jun-89 08:37:26 4 +15 .0866 .28 0 V I 4 +20 .0885 .28 0 V 4 +25 .0904 .28 O V I 4 +30 .0924 .28 0 V 4 +35 .0943 .28 0 V 1 4 +40 .0962 .28 0 V 4 +45 .0982 .28 0 V 4 +50 .1001 .28 0 V I 4 +55 . 102 1 .28 Q V qR 5+ 0 .1040 .28 0 V I 5+ 5 .1060 .29 0 V 1 5 +10 .1080 .29 0 V I 5 +15 .1100 .29 Q V I 5 +20 .1120 .29 O V I j 5 +25 .1139 .29 0 V I 5 +30 .1160 .29 0 V I 5 +35 .1180 .29 0 V 1 5 +40 .1200 .29 O V I 5 +45 .1220 .29 Q V I 5 +50 .1240 .30 a V I OR 5 +55 .1261 .30 0 V I iii G+ 0 .1281 .30 U V I 6+ 5 .1302 .30 0 V 1 6+10 .1323 .30 Q V I 6 +15 .1343 .30 a V 6+20 .1364 .30 0 V 1 6 +25 :1385 .30 Q V 6+30 .1406 .30 U V I 6 +35 .1427 .31 Q V I 6+40 .1448 .31 R V 1 6 +45 .1469 .31 0 V I 6+50 .1491 .31 0 V 6 +55 .1512 .31 O V I 7+ 0 .1534 .31 0 V I �.. 7+ 5 . 1555 .31 0 V I 7 +10 .1577 .31 0 V I 7 +15 .1599 .32 Q V 7 +20 .1621 .32 0 V A 7 +25 .1643 .32 O V I 7 +30 .1665 .32 0 V I 7 +35 .1687 .32 Q V 1 7 +40 .1709 .32 O V I 7 +45 .1732 .32 O V I 7 +50 .1754 .33 0 V I 7 +55 .1777 .33 0 V 8+ 0 .1709 .33 O V 1 8+ 5 .1822 .33 Q V I 8 +10 .1845 .33 O V 8 +15 .1868 .33 Q V I 8 +20 .1891 .34 0 V I 8 +25 .1914 .34 O V 1 8 +30 .1938 .34 n V I 8 +35 .1961 .34 0 V I 8 +40 .1985 .34 O V 8 +45 .2009 .34 8 V 8 +50 .2032 .35 0 V I 8 +55 .2056 .35 8 V 9+ 0 .2080 .35 U V 9+ 5 .2105 .35 Q V 1 Page 14 , %6 I I I I 1 i I I I I I i I I I I i I I I I i I I I I I I I I I I I I I I I " I I Page 14 , %6 File DSK1:IA2.OUI[74,1] printed on 09-Jun-89 08:37:51 Page 15 m \� \ 9+10 .2129 .35 Q V � 9+15 .2154 .36 Q V � 9+20 ~2178 .36 Q V � ~~ 9+25 .2203 .36 Q V . 9+30 .2228 .36 Q V ' 9+35 .2253 .36 Q V ) 9+40 .2278 .37 Q V | ' �~ 9+45 .2304 .37 Q V| 9+50 .2329 .37 Q VI 9+55 .2355 .37 Q V 10+ o .2381 .38 u V| 10+ 5 .2407 .38 Q VI 10+10 .2433 .38 Q V v@ � lO l5 .2*59 .uV U VI 10 +20 .2486 .38 Q V1 10+25 .2512 .39 Q VI �� 10+30 .2539 .39 0 V /. " lO+35 . 2566 . 39 Q V 10+40 .2593 .40 Q V 10+45 .3621 .40 Q V 10+50 .3648 .40 Q V imi 10+55 .2676 .40 Q V ll+ O .2704 .41 Q V m� ll+ 5 .2732 .41 Q V ' ll+lO . 276l . 41 Q V �~ 11+15 .2790 .43 Q IV II+20 .2818 .42 Q . IV 11+25 .2848 .42 Q I V �~ 11+30 .3877 .43 Q I V 11+35 .2907 .43 Q |V 11+40 .2936 .43 Q V 11+45 .2967 .44 Q ' V ll+50 ^ %997 ^ 44 Q � IV 11+55 .3028 .45 Q V 12+ O .3059 .45 Q � V ~' l%+ 5 .3090 .45 Q V 12+10 .3121 .46 Q V 12+15 .3154 .47 Q V 12+20 .3186 .47 Q V N� 12+25 .3219 .48 Q V 12+30 .3252 .48 Q V �w 12+35 .3286 .49 Q | V 12+40 .332O ^ 49 Q | V 12+45 .3354 50 Q V 12+50 .3389 .50 10 V 12+55 .3424 .51 10 V 13+ O .3459 .52 !Q | V 13+ 5 .3495 .52 |Q V 13+10 .3532 .53 in V 13+15 .3568 .53 10 V 13+20 .3606 .54 |Q V 13+25 .3644 .55 10 V 13+30 .3682 .56 10 V 13+35 .3721 .56 |Q V 13+40 .3760 .57 !Q V 13+45 .3800 .58 \Q V 13+50 .3841 .59 !Q | V 13+55 .3882 .60 10 V 14+ *+ n .392* .61 in V � Page 15 m \� \ o File DSK1 :TA2.UUTC74,11 printed on 09- Jun -89 08:38:17 Page 16 14+ 5 .3967 .62 10 I V I I 14 +10 .4011 .G3 10 I V ( I 14 +15 .4055 .G4 10 ( V I I 14 +20 .4101 .G6 IQ ( V I 14 +25 .4147 .67 In ( V I I 14 +30 .4104 .69 1 I V I 1 14 +35 .4242 .70 1 I V I I 14 +40 .4292 .72 10 I V I I 14 +45 .4342 .74 1 I V I I 14 +50 .4:394 .76 1 I V I I 14 +55 .4448 .78 1 I V I I 15+ 0 .4503 .80 IL I V I I 15+ 5 .4560 .83 IQ I V I 1 15 +10 .4G19 .86 1 I V I I 15 +15 .4680 .89 18 1 V I I 15 +20 .4744 .92 1 1 V I 1 !R1 15 +25 .4810 .96 1 I V I I 15 +30 .4874 .94 1 I VI I lkd 15 +35 .4936 .90 I I VI 1 15 +40 .4998 .90 In 1 VI I 15 +45 .50G4 .96 in I V1 I 11rii 15 +50 . ` 1:38 1.07 1 a ( V 1 15 +55 .5224 1.25 I U ( V 4 0 16+ 0 .5338 1.65 1 I IV I 16+ 5 .5564 3.29 U 16 +10 .6091 7.6`, I I 8 I V I 16 +15 .6804 10.35 .11--- ( 8 V 1 16+20 .7273 6.82 I I 8 I V I 16+25 .7497 3.26 I 0 I I VI 16 +30 .7614 1.70 I U I I V 16+35 .7691 1.23 I Q ( I V 16+40 .7776 1.12 1 I I V 16+45 .7838 .90 I I ( V 1G +50 .7895 .84 I I ( IV 16 +55 .7950 .79 10 I I IV 17+ 0 .8001 .75 10 1 1 IV 17+ 5 .8050 .71 IQ ( 1 IV 17 +10 .8096 .68 1 I I IV 17 +15 .8141 .65 1 I I I V 17 +20 .8184 .63 18 1 1 1 V 17 +25 .8226 .60 1 I I I V 17 +30 .8266 .59 10 1 1 1 V 17 +35 .8305 .57 I V 1 +40 .8343 .55 IQ I I 17 +45 .8380 .54 IQ I I I V 17 +50 .8416 .52 1 1 1 1 V 17 +55 .8452 .51 In I I I V 18+ 0 .8486 .5o IQ I I I V 18+ 5 .8520 .49 0 ( 1 I V 18 +10 .8553 .48 0 1 I ( V 18 +15 .8585 .47 0 I I I V 18 +20 .8616 .46 0 I 1 I V 18 +25 .8647 .45 8 I I ( V 1.8 +30 .8677 .44 0 I I i V 18 +35 .8707 .43 8 I ( i V 18 +40 .873►.; .42 Q I I I V 18 +45 .8765 .42 0 I I I V 18 +50 .879:3 .41 n ( I ( V 18 +55 .8821 .40 to I I ( V o � I File DSK1:TA2.OUI[74,1] printed on 09-Jun-89 08:38:43 Page 17 I9+ O .8848 .40 Q V � 8� 19+ 5 19+10 .8876 .8902 .39 .39 Q Q V V � � 19+15 .8929 .38 Q V 19+20 .8955 .38 Q V � 19+25 .8980 .37 Q V � 19+30 .9006 .37 Q | ' � � V � ~~ 19+35 .9031 .36 Q V | 19+40 .9056 .36 Q V \ �! 19+45 .9080 .36 Q V \ 19+50 .9105 .35 Q V } 19+55 .9129 .35 Q V \ 20+ O .9152 .34 Q V � h| 20+ 5 .9176 .34 Q V \ 20+10 .9199 .34 Q V � 20+15 .9222 .33 Q | ! V � OR 20+20 .9245 .33 Q V � .� 20+25 .9268 .33 Q V � 20+30 .9290 .33 Q V 20+35 .9312 .33 Q V � 20+40 .9334 V ) 20+45 .9356 .32 Q V � 20+50 .9378 .31 Q V ! ww 20+55 .9399 .31 Q V | k/ �� �l+ O ^ 942O ^ 3l Q | | | V | 21+ 5 .9442 .31 Q V � 21+10 .9462 .30 Q V � 21+15 .9483 .30 U | | | V | 21+20 .9504 .30 Q V � 31+25 .9524 .30 Q V � 21+30 .9545 .29 Q V � 21+35 .9565 .29 Q V | 21+40 .9585 .39 Q V � 21+45 .9605 .29 Q V 21+50 .9624 .29 Q V � 21+55 .9644 .28 Q V ! 22+ O .9663 .28 Q V � 22+ 5 .9683 .28 Q V � 22+10 .9702 .38 Q V � 22+15 .9721 .28 Q V 22+20 .9740 .27 Q V � w� 23+35 .9759 .27 Q V � � 22+30 .9777 .27 Q | | | V | 22+35 .9796 .27 Q V | 22+40 .9814 '27 Q V \ @� 32+45 .9833 .27 Q V 22+50 .9851 .26 Q V 22+55 .9869 .26 Q V � 23+ O .9887 .26 Q Vj 23+ 5 .9905 .26 Q V| 23+10 .9923 .26 Q VI ' 23+15 .9941 .26 Q V 23+30 .9958 .26 Q VI 23+25 .9976 .35 Q VI 23+30 .9993 .35 Q VI 23+35 1.0011 .25 Q V| 23+40 1.0028 .25 Q VI 23+45 1.0045 .25 Q � �� � ` ^ VI i 23+50 1.0062 .25 Q Vi ` � I Pile DSfil:TA' .OUTC74,11 printed on 09- Jun -89 08:39:06 Page 18 23 +55 1.0079 .25 8 I I I VI 0 1 .009E .'25 0 I I I V I 24+ 5 1.0112 .23 8 I I { VI 24 +10 1.0124 .18 0 i I I VI 24 +15 1.0131 .09 Q I I I VI 24 +20 1 .01'33 .03 0 I I I V I 24 +25 1.0134 .01. [Z VI 24 + 30 1.0134 0.00 0 I I 1 VI 24 +35 1.0134 0.00 a ( I I V ++++++++++++++++++++++++++++++++++++ 1 •+++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ��9 �t� Yri w s ws t: s eye E� 1 t s HYDROLOGY STUDY FOR TRACT 13597 UNDER DEVELOPED CONDITIONS UNIT HYDROGRAPH FOR 2 YEAR STORM, 24 HOUR A 1aD [ile DSKI:TA3. OUT C74,11 printed on 09--Jun -89 08:40:21 Page I +• F+++++++++++++• h++++ t+++++ t++++• ht + + + +•htt•h +t + + + + + +tt + + + + + + + + +•F •h +t•h+ 1 t +4 + + + ++ San Bernardino County Unit Hydrology Method Manual Irate - August 1986 Copyright (c) CivilCadd /CivilDesign, 1988 +ttttt +t ht+++t t+++ t+tt+++++• h+++• ht++ t+ t++ttt'+tt+• h •h +ttttttttttt +ttt•h +tttttt•f+ + + + ++ + + + ++ PROJECT TITLE HEADING: ++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + +•+- F UNIT HYDROGRAPH FOR TRACT 13597, WITH DEVELOPED CONDITIONS 2 YEAR STORM CITY OF FONTANA, COUNTY OF SAN BERNARDINO k' ++++++++++++• h+• h+++++++++++++++++++++++++++++++ + +tt + + +•h + + + + + + +•h + + + + + + + + + + + ++ ++++++++++++++++++ t++++++++++++++++ t+++++++' h++ + + + + + + + + + + + + + + +•* + + +f• + + + + + + + ++ U N I T- H Y D R 0 G R A P H A N A L Y S I S 2 Y E A R S T 0 R M ANTECEDENT MOISTURE CONDITION = 1 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + +t + + + + + ++ + + ++ Area Averaged Rainfall Intensity Isohyetal Data: Sub -Area Duration Intensity (Acres) (Hours) (Inches) RAINFALL DATA FOR YEAR 6.08 1 .65 ------------------------------------------------------------------------ -• - - -- RAINFALL DATA FOR YEAR 2 6.08 G 1.72 --------------------------------------------------------------------- - - - - -- RAINFALL DATA FOR YEAR 2 6.08 24 3.25 ----------------•----------------------------------------------------------- +++++t+++++++++++t+++t t+++++++++++++++ t+++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ The 24 hour rainfall figure used to calculate the soil loss rates Fm and Yb = 3.250 Inches Formulas used: Y = (P24 -1a) - 2 / (P24- Ia +S)P24 where S = 1000 /SCS(CN) - 10 Yh = t - Y(area averaged) F p = 1 - Y ; and Fm = AP A Fp ******** AREA- AVERAGED MAX LOSS RATE, FM ******** SCS CURVE SCS CURVE AREA AREA FP AP FM NO.(AMCII) NO.(AMCI) (ACRES) FRACTION (IN /HR) (DEC.) (IN /HR) 44.9 26.9 6.08 1,000 .941 .748 .704 Area - Averaged Adjusted Loss Rate .FM (IN /HR)= .704 ***** * *** AREA - AVERAGED LOW LOSS RATE FRACTION, YB * * * *** * ** 1 iii Area - Averaged Catchment Yield Fraction, Y = .278 Area - Averaged Low Loss Fraction, Yb = .722 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +• + + + + + + * + + ++ User entry of time of concentration (Hours) _ .158 Watershed Area = 6.080 Acres 'LAG' Time = .127 Hours Unit Hydrograph Time Unit = 5.000 Minutes Unit Interval Percentage Of Lag Time = 65.803 Hydrograph Daseflow = .000(CFS) Maximum Watershed Loss Rate(FM) (In /Hr) _ .704 Low Loss Rate Percentage(Yt-) (Decimal) _ .722 Valley Developed 9-Graph Selected Computed Peak. 5- Minute Rainfall( Inches)= .241 Computed Peak. 30- Minute Rainfall(Inches)= .493 Specified Peak. 1 -Hour Rainfall(Inches)= .650 Computed Peak. 3 -Hour Rainfall(Inches)= 1.180 Specified Peak. 6 -Hour Rainfall(Inches) = 1.720 Specified Peak 24 -Hour Rainfall(Inches)= 3.250 Rainfall Depth Area Reduction Factors: Using .a TOTAL Area of 6.08 Acres (Ref: Fig. E -4) File DSMI:TA3.OUTC74,11 printed on 09- Jun -89 08:40:37 Page 2 Adjusted Rainfall = .492 AREA AREA SCS CN SCS CN S PERVIOUS 3 -Hour Factor = 1.000 (ACRES) TRACT 4.55 .748 (AMC2) 44.9 (AMC1) 26.9 27.15 YIELD FR .059 1.53 .252 98.0 98.0 .20 .928 Area - Averaged Catchment Yield Fraction, Y = .278 Area - Averaged Low Loss Fraction, Yb = .722 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + +• + + + + + + * + + ++ User entry of time of concentration (Hours) _ .158 Watershed Area = 6.080 Acres 'LAG' Time = .127 Hours Unit Hydrograph Time Unit = 5.000 Minutes Unit Interval Percentage Of Lag Time = 65.803 Hydrograph Daseflow = .000(CFS) Maximum Watershed Loss Rate(FM) (In /Hr) _ .704 Low Loss Rate Percentage(Yt-) (Decimal) _ .722 Valley Developed 9-Graph Selected Computed Peak. 5- Minute Rainfall( Inches)= .241 Computed Peak. 30- Minute Rainfall(Inches)= .493 Specified Peak. 1 -Hour Rainfall(Inches)= .650 Computed Peak. 3 -Hour Rainfall(Inches)= 1.180 Specified Peak. 6 -Hour Rainfall(Inches) = 1.720 Specified Peak 24 -Hour Rainfall(Inches)= 3.250 Rainfall Depth Area Reduction Factors: Using .a TOTAL Area of 6.08 Acres (Ref: Fig. E -4) 5- Minute Factor = 1.00() Ad justed Rainfall = .241 30- Minute Factor = 1.000 Adjusted Rainfall = .492 I -Maur Factor = 1.000 Adjusted Rainfall = .650 +*! 3 -Hour Factor = 1.000 Adjusted Rainfall = 1.180 6-Hour Factor = 1.000 Adjusted Rainfall = 1.720 24 -Hour Factor = 1.000 Adjusted Rainfall 3.250 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ U N I T H Y D R 0 G R A P H +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + + + + + +•1 + + + + + + + + ++ Unit Hydrograph Determination FIR f ' ----------------------------------------------------------------------------- INTERVAL 'S' GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 7.793 5.730 2 48.708 30.085 3 86.508 4 97.200 27.794 7.862 5 99.130 1.419 6 100.000 .640 ++++++++++++++++++++++++++++++++++++++• 1 •++++++++ + + + + + + + + + + + + + + + + + +•h +•1 + + + + +i•+ +++++++++++++++++++ t+++++++++• h++++++++ t + + +•F + ++ + + + + + +•!• +++ + + + + + +.... + + + + + + + +i- PEAT: UNIT ADJUSTEII MASS RAINFALL UNIT RAINFALL NUMBER (INCHES) (INCHES) 1 .24 .24 2 .32 .08 3 .37 .06 �a? 6 I 1�1 w File DSKI:TA3.0UT[74,11 printed on 09- Jun -89 08:40:56 4 .42 .05 5 .46 .04 6 .49 .03 7 .52 .03 8 .55 .03 9 .58 .03 10 .60 .•02 11 .63 .02 12 .65 .02 13 .68 .03 14 .71 .03 15 .73 .03 16 .76 .03 17 .79 .03 18 .81 .02 19 .83 .02 20 .86 .02 21 .88 .02 22 .90 .02 23 .93 .02 24 .95 .02 4:5 .97 .02 26 .99 .02 27 1 .O1 .02 28 1.03 .0'2 29 1.05 .02 30 1.07 .02 31 1.09 .0 32 1.11 .02 33 1.13 .02 34 1.14 .02 35 1.16 .02 36 1.18 .02 37 1.20 .02 38 1.22 .02 39 1.23 .02 40 1.25 .02 41 1.27 .02 42 1.28 .02 43 1.30 .02 44 1.32 .02 45 1.33 .02 46 1.35 .02 47 1. .02 48 1.38 .02 49 1.40 .02 50 1.41 .02 51 1.43 .02 52 1.44 .02 53 1.46 .01 54 1.47 .01 5 5 1.49 .01 56 1.50 .01 57 1.52 .01 58 1.53 .01 59 1.54 .01 60 1.56 .01 61 1.57 .01. 62 1.59 .01 Page 3 i 'g File PSKI:TA3.OUTC74,11 printed on 09- Jun -89 08:41:14 Page 4 41 IYII wA ►'I �I 63 1.60 .01 64 1.61 .01. 65 1.63 .01 66 1.64 .01 67 1.65 .01 68 1.67 .01 69 1.68 .Ol 70 1.69 .01 71 1.71 .01 72 1.72 .01 73 1.73 .01 74 1.74 .01. 75 1.7 .01 76 1.76 .01 77 1.77 .01 78 1.78 .01 79 1.79 .01 80 1.81 .0.1 81 1.82 .01 82 1.83 .01 83 1.84 .01 84 1.85 .01 85 1.86 .01 86 1.87 .01 87 1.88 .01 88 1.89 .01 89 1.90 .01 90 1.91 .01 91 1.92 .01 92 1.92 .01 93 1.93 .01 94 1.94 .01 95 1.95 .01 96 1.96 .01 97 1.97 .01 98 1.98 .01 99 1.99 .01 100 2.00 .01 101 2.01 .01 102 2.02 .01 103 2.03 .01 104 2.04 .01 105 2.0`; .01 106 2.05 .01 107 2.06 .01 108 2.07 .01. 109 2.08 .01. 1.10 2.09 .01 111 2.10 .01 112 2.11 .01 113 2.12 .01 114 2.12 .01 115 2.13 .01 116 2.14 .01 117 2.15 .01 118 2.16 .01 119 2.17 .01 120 2.17 .01 121 2.18 .01 10 File PSK1:TA3.DUTC74,:t] printed on 09- Jun --89 08:41:31 Page 5 122 2.19 .01 12:1 2.20 .01 124 2.21 .01 125 2.22 .01 126 2.22 .01 127 2.23 .01 128 2.24 .101 129 2.25 :O1 130 2.26 .01 131 2.26 .01 132 2.27 .01 133 2.28 .01 134 2.29 .01 135 2.30 .01. 136 2.30 .01 137 2.31 .01 138 2.32 .01 139 2.33 .01. 140 2.33 .01 141 2.34 .01 � 142 2.35 .01 �+ 143 2.36 .01 144 2.36 .01 �* 145 2.37 .01 146 2.38 .01 147 2. 39 .01 148 2.39 .01 149 2.40 .01 jy 150 2.41 .01 151 2.42 .01 ,.. 152 2.42 .01 153 2.43 .01 154 2.44 .01 155 2.45 .()1 156 2.45 .01 157 2.46 .01 158 2.47 .01 159 2.47 .01 160 2.48 .01 161 2.49 .01 162 2.50 .01 163 2.50 .01 164 2.51 .01 165 2.52 .01 166 2.52 .01 167 2.53 .01 168 2.54 .01 169 2.54 .01 170 171 2.55 2.56 .01 .01 172 2.57 .01 173 2. .01 1.74 2.58 .01 1.75 2.59 .01. 176 2.59 .01 177 2.60 .01 178 2.G1 .O1. 179 2.61 .01 180 2.62 .01 SP's im 10 File DSK1:TA3.UUTC74,1:1 printed on 09- Jljn -89 08:41:48 Page 6 � �ap 181 2.63 .01. 182 2.63 .01 183 2.64 .01 184 2.65 .01. 185 2.65 .01 "m 186 2.66 .01. 187 2.67 X01 188 2.67 :01 .189 2.68 .01. 190 2.69 .Ol 191 2.69 .01 192 2.70 .01 193 2.70 .01 194 2.71 .01. 195 2.72 .01 196 2.'"72 .01 +� 197 2.73 .01 198 2.74 .01 199 2.74 .01 200 2.75 .0.1 �1 201 2.76 .01 tw 202 2.76 .01 203 2.77 .01 e.w 204 2.77 .01 205 2.78 .01 66 206 2.79 .01. 207 2.79 .01 208 2.80 .01 209 2.81 .01 210 2.81 .01 211 2.82 .01 212 2.82 .01 213 2.83 .01 214 2.84 .01. 215 2.84 .01 216 2.85 .01 217 2.85 .01 218 2.86 .01 219 2.87 ,01 irr 220 2.87 .01 221 2.88 .01 „n 222 2.88 .01. 223 2.89 .01 iN 224 2.90 .01 225 2.90 .01 226 2.91 .01 3 227 2.91 .01 228 2.92 .01. 229 2.93 .01 230 2.93 .01 231 2.94 .01 232 2.94 .01 233 2.95 .01 234 2.95 .01 235 2.96 .01 23G 2.97 .01 237 2.97 .01 238 2.98 .01 239 2.98 .01 Page 6 � �ap File EiSF:1 :TA3.OUTE74,11 printed on 09- Jun -89 08:42:06 Page 7 240 2.99 .01 241 242 2.91 3.00 .03. .01 243 3.01 .01 244 3.01 .01 245 3.02 .01 246 3.02 401 247 3.03 .01 248 3.03 .01 249 3.04 .01 250 3.05 .01 251 3.05 .01 252 3.06 .01 253 3. 06 .01 254 3.07 .01 255 3.07 .01 256 3.08 .01 257 3.08 .03. 258 3.09 .01 259 3.10 .01 260 3.10 .01 261 3.11 .01 262 3.11 .01 �+ 263 3.12 .01 264 3.12 .01 265 3.13 .01 266 3.13 .01 267 3.14 .01 268 3.14 .01 269 3.15 .0.1 w„ 270 3. 1 C .01 271 3.16 .OJ. 272 3.17 .01 273 3.17 .01 �* 274 3.18 .01 275 3.18 .01 276 3.19 .01 277 3.19 .01 278 3.20 .01 279 3.20 .01 280 3.21 .01 281 3.21 .01 282 3.22 .01 283 3.22 .01 284 3.23 .03. 285 3.23 .01 286 3.24 .01 287 3.24 .03. 288 +++++++++++++++++++++++++++++++++++++++++++++ 3.25 .01 + + + + + + + + + + + + + + + + + + + + + + + + + + +•� ++ UN IT UN IT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) _ -- (INCHES) _ (INCHES) ____ _ ---- -------- ---------- -------- - ---- --- -------- - ---------- - -------- --- ----- 1 .0052 .0037 .0014 2 .0052 .0038 .0014 3 .0052 .0038 .0014 4 .0052 .0038 .0015 5 .0052 .0038 .0015 e 5 t � �i File DSttl:TA3.OUTC74,11 printed on 09- Jun -89 08:42:24 Page 8 6 .0053 .0038 .0015 7 .0053 .0038 .0015 8 .0053 .0038 .0015 9 .0053 .0038 .0015 10 .0053 .0038 .0015 11 .0053 .0039 .0015 12 .0053 .0039 .0015 13 .0054 .0039 .0015 14 .0054 .0039 .0015 15 .0054 .0039 .0015 16 .0054 .0039 .0015 17 .0054 .0039 .0015 18 .0054 .0039 .0015 19 .0055 .0039 .0015 .30 .0055 .0040 .0015 21 .0055 .0040 .0015 22 .0055 .0040 .0015 23 .0055 .0040 .0015 24 .0055 .0040 .0015 25 .0056 .0040 .0015 26 .0056 .0040 .001.6 27 .0056 .0041 .0016 28 .0056 .0041 .0016 29 .0056 .0041 .001(.') 30 .0057 .0041 .001G 31 .0057 .0041 .0016 =32 .0057 .0041 .0016 33 .0057 .0041 .0016 34 .0057 .0041 .0016 35 .0058 .0042 .0016 :36 .0058 .0042 .001G 37 .0058 .0042 .0016 38 .0058 .0042 .0016 39 .0058 .0042 .0016 40 .0059 .0042 .0016 41 .0059 .0043 .001.6 42 .0059 .0043 .0016 43 .0059 .0043 .0016 44 .0059 .0043 .0017 45 .0060 .0043 .001,7, 4G .0060 .0043 .001'' 47 .0060 .0043 .0017 48 .0060 .0044 .0017 49 .00U1 .0044 .0017 50 .0061 .0044 .0017 51 .0061 .0044 .0017 52 .0061 .0044 .0017 53 .0062 .0044 .0017 5 4 .0062 .0045 .0017 55 .0062 .0045 .0017 56 .0062 .0045 .0017 57 .0063 .0045 .0017 58 .0003 .0045 .0017 59 .00G3 .0046 .0017 60 .0063 .004G .0018 61 .0064 .004G .0018 tit .0064 .0046 .0018 63 .0064 .0046 .0018 64 .0064 .0046 .0018 ,a$ P r File DSt'%I:TA3.gl1TC74,11 printed on 09- Jun -89 08:42:4G Page 9 G5 .0065 .0047 .0018 GG .0065 .0047 .0018 67 .0065 .0047 .001.8 68 .0065 .0047 .0018 69 .0066 .0047 .0018 70 .0066 .0048 .0018 71 .0006 .0048 .0018 72 .0006 .0048 .0018 73 .0067 .0048 .0019 74 .0007 .0048 .0019 75 .0068 .0049 .0019 7G .0068 .0049 .0019 77 .0008 .0049 .0019 78 .0068 .0049 .0019 79 .0069 .0050 .0019 80 .0069 .0050 .0010 OR 81 .0069 .0050 .0019 82 .0070 .0050 .001.9 83 .0070 .0051 .0019 84 .0070 .0051 .0020 85 .0071 ,0051 .0020 wi 86 .0071 .0051 .0020 87 .0072 .0052 .0020 +� 88 .0072 .0052 .0020 89 .0072 .0052 .0020 90 .0073 .0052 .0020 91 .0073 .0053 .0020 �• 92 .0073 .0053 .0020 93 .0074 .0053 .0021 94 .0074 .0054 .0021 *w 95 .0075 .0054 .0021 �)G .00 75 .0054 .0021. `r 97 .0076 .0055 .0021 98 .0076 .0055 .0021 �+► 99 .0076 .0055 .0021 tw 100 .0077 .0055 .0021. 101 .0077 .0056 .0021 102 .0078 .0056 .0022 103 .0078 .0056 .0022 104 .0079 .0057 .0022 105 .0079 .0057 .0022 �. 106 .0079 .0057 .0022 107 .0080 .0058 .0022 108 .0080 .0058 .0022 109 .0081 .0050 .0023 110 .0082 .0059 .0023 111 .0082 .0059 .0023 112 .0083 .0060 .0023 11.3 114 .0083 .0084 .0060 .0060 .0023 .0023 115 .0085 .0061 .0023 116 .0085 .0061 .0024 117 .0086 .0062 .0024 118 .0086 .0062 .0024 119 .0087 .0063 .0024 120 .0087 .0063 .0024 121 .0088 .0064 .0025 132 .0089 .0064 .0025 123 .0090 .0065 .0025 P r T=ile DSK1:TA3.OUTC74,11 printed on 09- Jun -89 08:43:11 Page 10 1 10 E 124 .0090 .0065 .0025 125 .0091 .0066 .0025 126 .0092 .0066 .0025 127 .0003 .0067 .0026 128 .0093 .0067 .0026 129 .0094 .0068 .0026 iw 130 .0095 .00G8 .0026 131 .0096 .0009 .0027 132 .0096 .0070 .0027 133 .0097 .0070 .0027 134 .0098 .0071 .0027 135 .0099 .0072 .0028 136 .0100 .0072 .0028 137 .0101 .0073 .0028 138 .0102 .0074 .0028 139 .0103 .0075 .0029 140 .0104 .0075 .0029 r 141 .0105 .0076 .0029 142 .0106 .0077 .0029 143 .0108 .0078 .0030 144 .0108 .0078 .0030 145 .0130 .0094 .0036 146 .0131 .0095 .0036 147 .0133 .0096 .0037 Yr 148 .0134 .0097 .0037 149 .0135 .0098 .0038 150 .0136 .0099 .0038 .. 151 .0138 .0100 .0038 152 .0139 .0101 .0039 153 .0142 .0102 .0039 +*R 154 .0143 .0103 .0040 155 .0145 .0105 .0040 156 .0146 .0106 .0041 157 .0149 .0107 .0041 158 .0150 .0108 .0042 159 .0153 .0110 .0042 160 .0154 .0111 .0043 161 .0157 .0113 .0044 162 .0158 .0114 .0044 163 .0162 .0117 .0045 164 .0163 .0118 .0045 165 .0167 .0121 .0046 166 .0169 .0122 .0047 167 .0173 .0125 .0048 168 .0175 .0126 .0049 169 .0179 .0129 .0050 170 .0182 .0131 .0050 171 .0187 .0135 .0052 172 .0189 .0137 .0053 173 .0195 .0141 .0054 174 .0198 .0143 .0055 175 .0205 .0148 .0057 176 .0209 .0151 .0058 177 .0216 .0156 .0060 178 .0221 .0159 .0061 179 .0230 .01GG .0064 180 .0236 .0170 .0065 181 .0248 .0179 .0069 182 .0254 .0184 .0071. 1 10 E � \~ File DSK1:IA3.OUI[74,1] printed on 09-Jun-89 08:43:33 Page ll 183 .0270 .0195 .0075 D� 184 185 '0279 .0222 .0201 .0161 .0077 .0062 �� 186 .0235 .0170 .0065 187 .0267 .0193 .0074 1 88 .0287 .0308 .0080 189 .0346 .0250 .0096 m� 190 .0391 .0282 .0109 191 .0559 .0404 .0155 192 .0768 .0555 .0213 193 .2405 .0587 .1818 194 .0455 .0329 .0126 195 .0313 .0326 .0087 �J N� 196 .0249 .0180 ` .0069 197 .02 .0209 .0080 198 .0262 .0189 .0073 199 .0241 .0174 .0067 ' 2OO . O225 . Ol63 . OO63 201 .0212 .0153 .0059 202 .0201 .0146 .0056 �w / 2O3 . 0l92 . Ol39 . O053 m� 204 .0184 .0133 .0051 205 .0177 .0138 .0049 m� 306 .0171 .0123 .0047 ` �= 207 .0165 .0119 .0046 208 .0160 .0116 .0044 209 .0155 .0113 .0043 t 2l0 ^ Ol5l . ^ 0l09 ^ O042 211 .0147 .0106 .0041 21.2 .0144 .0104 .0040 213 .0140 .O101 .0039 �1 214 .0137 .0099 .0038 215 .0135 .0097 .0037 216 .0133 .0095 .0037 �~ 217 .0109 .0079 .0030 � m� 2l8 ^ Ol07 ^ OO77 ^ 0O3O 219 .0105 .0076 .0039 220 .0103 .0074 .0028 221 .O101 .0073 .0028 N� 222 .0099 .0071 .0027 223 .0097 .0070 m� 224 .0095 .O069 .0026 � 225 .0094 .0068 .0026 226 .0092 .0066 .0026 227 .0091 .0065 .0025 228 .0089 .0064 .0025 229 .0088 .0063 .0024 230 .0087 .0063 .0024 231 332 .0085 .0084 .0062 .0061 .0034 .0033 ~~ 233 .0083 .0060 .0023 234 .0082 .0059 .0023 235 .0081 .0058 .0022 m� 236 .0080 .0058 .0022 237 .0079 .0057 .0022 238 .0078 .0056 .003 239 .0077 ` .0056 .0021 340 .0076 .0055 .0021 241 .0075 .0054 .0021 � \~ -------------------------------------------------- - - - - -- -------------------- TOTAL SOIL -LOSS VOL.UME(ACRE -FEET) = 1.1310 TOTAL STORM RUNOFF VOLUME(ACRE- FEET.) = .5154 --------------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H q� 9 File DSK1 :TA3.OUTC74,11 printed on 09- Jun -89 08:43:55 Page 12 242 .0074 .0054 .0021 3 243 244 .0074 .0073 .0053 .0053 .0020 .0020 245 .0072 .0052 .0020 246 .0071 .0052 .0020 247 .0071 .0051 .0020 248 .0070 .0050 .0019 249 .0009 .0050 .0019 2 50 .0069 .0050 .0019 251 .0008 .0049 .001.9 252 .00G7 .0049 .0019 253 .0067 .0048 .0019 254 .0066 .0048 .0018 255 .0066 .0047 .0018 256 .0065 .0047 .0018 257 .0064 .0047 .0018 258 .0064 .0046 .0018 259 .0063 .0046 .0018 260 .0063 .0045 .001,7 261 .0062 .0045 .0017; 262 .0062 .0045 .0017 +�+ 263 .0061 .0044 .0017 264 .0061 .0044 .001.7 *�* 265 .0060 .0044 .001.7 266 .0060 .0043 .0017 2G7 .0060 .0043 .0017 268 .0059 .0043 .0016 "^ 269 .0059 .0042 .0016 270 .0058 .0042 .0016 271 .0058 .0042 .0016 .. 272 .0057 .0042 .0016 273 .0057 .0041 .0016 274 .0057 .0041 .0016 275 .0056 .0041 .0016 ++� 276 .0056 .0040 .0016 277 .0056 .0040 .0015 278 .0055 .0040 .0015 279 .0055 .0040 .0015 280 .0055 .0039 .0015 281 .0054 .0039 .00119 282 .0054 .0039 .0015 283 .0054 .0039 .0015 284 .0053 .0038 .0015 285 .0053 .0038 .001.5 286 .0053 .0038 .0015 287 .0052 .0038 .0015 288 .0052 .0038 .0014 --------------------------------------------------------------------------- TOTAL SOIL RAIN TOTAL EFFECTIVE LOSS (IN) = RUNOFF (IN) = 2.23 1.02 -------------------------------------------------- - - - - -- -------------------- TOTAL SOIL -LOSS VOL.UME(ACRE -FEET) = 1.1310 TOTAL STORM RUNOFF VOLUME(ACRE- FEET.) = .5154 --------------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++ + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H q� 9 File DSKl:IA3.OUI[74,1] printed on 09-Jun-89 08:44:18 page 13 ++++++++++++++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++++++ I Hydrograph in 5. -minute intervals(CES) c� r7 �i --------------------------------------------------------------------------- Iime(H+M) Volume(AF) Q(CES) O. 3.5 5.0 7.5 10.0 ------------------------------------------^-------------------------------- O+ 5 .00Ol .Ol Q � | � � 0+10 .0004 .05 Q | | | | 0+15 .0010 .09 Q 0+20 .0018 .lO Q 0+25 .0025 .11 Q 0+30 .0032 .11 Q 0+35 .0040 .11 Q 0+40 .0047 .11 Q 0+45 .0054 .11 Q 0+50 .0062 .11 Q 0+55 .0069 .11 Q l+ O .0077 .11 Q ! � l+ 5 .0084 .11 Q 1+10 .0092 .11 Q 1+15 .0099 .11 Q � 1+20 .0107 .11 Q 1+25 .0115 .11 Q 1+30 .0122 .11 Q 1+35 .0130 .11 QV 1+40 .0138 .11 QV 1+45 .0145 .11 QV � 1+50 .0153 .11 QV 1+55 .0161 .11 QV 2+ O .0168 .11 QV 2+ 5 .0176 .11 QV 2+10 .0184 .11 QV 2+15 .0192 .11 QV 2+20 .0200 .11 QV 2+25 .0208 .11 QV 3+30 .0216 .12 QV 2+35 .0324 .12 QV 2+40 .0232 .12 QV 2+45 .0240 .l% QV 2+50 .0248 .12 QV 2+55 .0256 .12 QV 3+ O .0264 .12 Q V | | | | 3+ 5 .0272 .12 Q V 3+10 .0280 .12 Q V 3+15 .0288 .12 Q V 3+20 .0296 .12 Q V 3+25 .0305 .12 Q V 3+30 .0313 .12 Q V 3+35 .0321 .12 Q V 3+40 .0329 .12 Q V 3+45 .0338 .12 Q V 3+50 .0346 .12 Q V .3+55 .0355 .13 Q V 4+ O .0363 .12 Q V 4+ 5 .0371 .12 Q V 4+10 .0380 .12 Q V 4+15 .0388 .12 Q V 4+20 .0397 .12 Q V � . . �� File DSF%l : TA3.OUTC 74 r 1:1 printed on 09- Jun -89 08:44:44 t I Page 14 0 114 4 +25 .0406 .12 0 V I I 4 +30 4 +35 .0414 .0423 .13 .13 0 Q V V I I I I 4 +40 .0432 .13 0 V I I 4 +45 .0440 .13 0 V ( I 4 +50 .0449 .13 8 V I I 4 +55 .0458 .13 8 V I I 5+ 0 .0467 .13 0 V I 5+ 5 .0476 .13 0 V I I 5 +10 .0485 .13 8 V I i 5 +15 .0493 .13 0 V I 5 +20 .0502 .13 0 V I 5 +25 .0511 .13 0 V I I 5 +30 .0521 .13 0 V I i 5 +35 .0530 .13 0 V I 5 +40 .0539 .13 8 V I I 5 +45 .0548 .13 D V I 5 +50 .0557 .13 8 V I I 5 +55 .0566 .13 0 V ( I G+ 0 .0576 .13 0 V I I V+ `, .0585 .14 8 V ( I 6+10 .0594 .14 0 V I I 6 +15 .0604 .14 8 V I 6 +20 .0613 .14 0 V I 6 +25 .0623 .14 U V 6+30 .0632 .14 8 V 6 +35 .0642 .14 D V I 6 +40' .0652 .14 0 V I I irr 6 +45 .0661 .14 Q V I 6 +50 .0671 .14 8 V I 6 +55 .0681 .14 Q V I 7+ 0 .0691 .14 8 V i 7+ 5 .0700 .14 8 V I 7 +10 .0710 .14 8 V I !" 7 +15 .0720 .14 8 V I jy 7 +20 .0730 .15 8 V I I 7 +25 .0740 .15 0 V I 7 +30 .0751 .15 8 V I 7 +35 .0761 .15 0 V 7 +40 .0771 .15 8 V I 7 +45 .0781 .15 8 V I 7 +50 .0792 .15 0 V I 7 +55 .0802 .15 0 V I 8+ 0 .0812 .15 U V I "+ 5 .0823 .15 0 V I 8 +10 .0834 .15 0 V 8 +15 .0844 .15 0 V I 8 +20 .0855 .16 0 V I 8 +25 .0866 .16 a V I 8 +30 .0876 .16 0 V I 8 +35 .0867 .16 a V I 8 +40 .0898 .16 0 V I 8 +45 .0909 .16 0 V I ,8 +50 .0920 .16 A V I 8 +55 .0932 .16 0 V I 9+ 0 .0943 .16 t7 V I 9+ 5 .0954 .16 0 V I 9 +10 .0965 .16 0 V 9 +15 .0977 .17 0 V I t I Page 14 0 114 ,35 File DSK1:TA3.OUTC74,13 printed on 09- Jun -89 08:45:09 Page 15 9 +20 .0988 .17 0 V I I I I 9 +25 .1000 .17 0 V 9 +30 .1012 .17 0 V 9 +35 .1023 .17 0 V 9 +40 .1035 .17 0 V 9 +45 .1047 .17 0 V I I I 9 +50 .1059 .17 8 V 9 +55 .1071 .18 a V I I I I 10+ 0 .1083 .18 a V j I 10+ 5 .1096 .18 a V 10 +10 .1108 .18 a V ( I I 10 +15 .1120 .18 0 V I I I I on 10 +20 .1133 .18 a V I I I I 10 +25 .1146 .18 0 V I I I I 10 +30 .1158 .18 0 V ( I ( I 10 +35 .1171 .19 a VI I I I 10 +40 .1184 .19 0 VI I I Wi 10 +45 .1197 .19 a VI I I I 10 +50 .1210 .19 a VI I I I ,■. 10 +55 .1223 .19 0 VI I I I ll+ 0 .1237 .19 a VI I I I 11+ 5 .12 50 .20 0 VI I I I 11 +10 .1264 .20 0 VI I I I 11 +15 .1278 .20 8 VI I I I 11 +20 .1292 .20 0 V I I 11 +25 .1306 .20 U V I I I 11 +30 .1320 .21 0 V I I i 11 +35 .1334 .21 0 V 11+40 .1348 .21 0 V I I I 11 +45 .1363 .21 8 V I I I *�+ 11 +50 .1378 .21 0 V I I I 11 +55 .1393 .22 0 V I I i 12+ 0 .1408 .22 Q V I 1 I 12+ 5 .1423 .22 Q IV I I 12 +10 .1440 .24 0 IV I I 1: j 12 +15 .1458 .26 1 IV I I I 12 +20 .1476 .27 IR IV I I I 12 +25 .1495 .27 10 IV I I I 12 +30 .1514 .27 1 0 IV I I 12 +35 .1533 .28 10 IV I I I 12 +40 .1552 .28 I n I V I I I 12 +45 .1572 .28 1 1 V I I 1 12 +50 .1591 .29 10 I V I I I 12 +55 .1611 .29 1 I V I I I 13+ 0 .1632 .29 1 I V I I I 13+ 5 .1652 .30 10 I V I I I 13 +10 .1673 .30 IQ I V I I 13 +15 .1694 .30 1 1 V I I I 13 +20 .1715 .31 1 I v I ( I 13 +25 .1736 .31 10 1 V I I I 13 +30 .1758 .32 1 1 V I i I 13 +35 .1780 .32 1 1 V I I 1 13 +40 .1803 .33 1 I V I I I 13 +45 .1826 .33 10 I V I I I 13 +50 .1849 .34 1 I V I I I 13 +55 .1872 .34 1 1 V I I 14+ 0 .1896 .35 1 1 V I I I 14+ 5 .1921 .35 1 I V I I I 14+10 .1946 .36 1 I V ,35 O Ic Page 16 1 V vi V V V IV IV IV iV I V I V I V I V I V i V I V I V I V I V I V I V V I V I V I V I V I V I V I V I V I V i V I V I V 0 �sL* File DSK1:TA3.UU[ 74,11 printed on 09- Jun -89 08:45:35 14 +15 .1971 .37 10 I V i 14 +20 .1997 .38 1 I V I 14 +25 .2023 , .38 I0 I V 1 14 +30 .2050 .39 10 I V 14 +35 .2078 .40 10 I V I A 14 +40 .2106 .41 10 1 V I 14 +45 .2135 .42 10 I V 1 14 +50 .2165 .43 10 I V I 14 +55 .2196 .45 I0 I V I 15+ 0 .2227 .46 10 1 V I 15+ 5 .2260 .47 10 1 V 1 15 +10 .2294 .49 10 I V I �* 15 +15 .2329 .51 10 I V I 15 +20 .2366 .53 1 0 1 V im 15 +25 .2403 .55 10 I V I 15 +30 .2439 .51 1 0 I V 1 1111 15+35 .2472 .49 10 I VI i� 15 +40 .2508 .51 1 0 I VI 15 +45 .2547 .57 I 0 I VI 15 +50 .2591 .G4 I 0 I V 15 +55 .2643 .76 I 0 I V 16+ 0 .2711 .98 1 0 I IV 16+ 5 .2864 2.22 I 0 1 1 V 16 +10 .3296 6.28 16 +15 .3688 5.68 I I I 0 16 +20 .3834 2.12 I 0 I 16 +25 .3893 .87 ( 0 I I 1G +30 .3940 .68 I 0 I I 16 +35 .3978 .56 I 0 I I 16 +40 .4014 .52 I 0 I I 16 +45 .4047 .48 10 I I 16 +50 .4078 .45 1 0 I I im 16 +55 .4108 .43 10 I I 17+ 0 .4136 .40 10 I 17+ 5 .4162 .39 I0 I ii 17 +10 .4188 .37 10 I I 17 +15 .4212 .36 10 I I ' 17 +20 17 +25 .4236 .4259 .34 .33 1 i 10 I I 17 +30 .4281 .32 10 I I 17 +35 .4303 .31 10 I I 17 +40 .4324 .31 10 I I 17 +45 .4345 .30 10 I I 17 +50 .4365 . 29 1 0 I I 17 +55 .4384 .28 10 I I 18+ 0 .4403 .28 10 I 18+ 5 .4422 .27 10 I 18 +10 .4439 .25 0 i I 18 +15 .4455 .23 0 I I 18 +20 .4470 .22 0 I I 18 +25 .4484 .21 0 I I 18 +30 .4499 .21 0 I I 18 +35 .4513 .20 Q I I 18 +40 .45 I(o, .20 0 I I 18 +45 .4540 .20 0 I I 18 +50 .4553 .19 0 I 18 +55 .4566 .19 0 I I 19+ 0 .4579 .19 0 I 19+ 5 .4592 .18 0 I O Ic Page 16 1 V vi V V V IV IV IV iV I V I V I V I V I V i V I V I V I V I V I V I V V I V I V I V I V I V I V I V I V I V i V I V I V 0 �sL* File DSKI: TA3.UIJT[74, 11 printed on 09 -J in--89 08:46:01 Page 17 19 +10 .4604 .18 0 I I I V I 19 +15 19 +20 .4617 .4629 .18 .18 0 I I a I I I V I I V I 19 +25 .4641 .17 0 I I i V I 19 +30 .4652 .17 0 ( i I V 19 +35 .4664 .17 U I I ( V I 19 +40 .4675 .17 a I I I V 19 +45 .4687 .16 0 I I I V I 19 +50 .4698 .16 0 I I I v I k, 19 +55 .4709 .16 a I I I V I 20+ 0 .4720 .16 0 I I I V I 20+ 5 .4731 .16 0 ( I I V I 20 +10 .4741 .15 a I I I V 20 +15 .47•'52 .15 0 I I I V 20 +20 .4762 .15 8 I I ( V I 20 +25 .4773 .15 0 I I I V 20 +30 .4783 .15 U I I I V I 20 +35 .4793 .15 0 I I I V I 20 +40 .4803 .15 R I I I V I 20 +45 .4813 .14 U I i I V I 20 +50 .4823 .14 U I ( I V I 20 +55 .4832 .14 0 ( I I V I 21+ 0 .4842 .14 U ( I I V I +� 21+ 5 .4851 .14 0 I I I V I 21 +10 .4861 .14 U I I ( V I 21 +15 .4870 .14 0 I I 1 V I 21 +20 .4879 .13 U I I i v I 21 +25 .4889 .13 U I I I V 1 21 +30 .4898 .13 0 I I I V 21 +35 .4907 .13 Q I I I V I Aw 21 +40 .4916 .13 a I I I V I 21 +45 .4925 .13 0 I I I V I 21 +50 .4933 .13 U I I I V I 21 +55 .4942 .13 0 I I I V I 22+ 0 .4951 .13 0 I I I V I 22+ 5 .4959 .12 0 I I I V I 22 +10 .4968 .12 U I I I V I 22 +15 .4976 .12 0 I I ( V I 22 +20 .4985 .12 0 I I I V I 22 +25 .4993 .12 0 I I I V I 22 +30 .5002 .12 0 I I I V I 22 +35 .5010 .12 0 I I I V 22 +40 .5018 .12 0 I ( I V I 22 +45 .502 .12 0 I I I VI 22 +50 .5034 .12 0 I I I VI 22 +55 .5042 .12 0 I ( I VI 23+ 0 .5050 .12 0 I I I VI 23+ 5 .5058 .11 0 I ( I VI 23 +10 23 +15 .5066 .5074 .11 .11 U I i U I I I VI ( VI 23 +20 .5081 .11 0 I I I VI 23 +25 .5089 .11 8 I I I VI 23 +30 .5097 .11 a I I I VI 23 +35 .5104 .11 0 I I I VI 23 +40 .5112 .11 a I ( I VI 23 +45 .5119 .11 U I i I VI 23 +50 .5127 .11 a I ( I VI 23 +55 .5134 .11 0 I I I VI 24+ 0 .5142 .11 R I I ( '�' VI 1 !PI IARI V � i '9 File USKI:TA3.OUTC74,11 printed on 09- Jun -89 08:46:24 Page 18 24+ 5 .5149 .10 U I I I VI 24 +10 .5152 .05 0 I i I VI 24 +15 .5153 .01 0 i I I VI 24 +20 .5153 0.00 0 I I I VI 24+25 .5154 0.00 U I I I V ++++++++++++++++++++++++++++++++++++++++++++ ++ + + + ++ + + + + + + + + + ++ + +++ +++ + ++ + ++ 0 `�U UNDER DEVELOPED CONDITIONS, THE Q WILL BE AS FOLLOW: 1. FROM THE UNIT HYDROGRAPH FOR 100 YEAR, 24 HOUR STORM: Q100 = 19.21 CFS 2. FROM THE UNIT HYDROGRAPH FOR 25 YEAR, 24 HOUR STORM: Q25 = 14.21 CFS 3. FROM THE UNIT HYDROGRAPH FOR 10 YEAR, 24 HOUR STORM: Q10 = 10.35 CFS 4. FROM THE UNIT HYDROGRAPH FOR 2 YEAR, 24 HOUR STORM: Q2 = 6.28 CFS 1150A Ir ilir Aw dilo f HYDROLOGY STUDY FOR TRACT 13597 UNDER EXISTING CONDITIONS RATIONAL METHOD FOR 100, 25, 10 AND 2 YEAR. 140 KI:,(:: I T.0UTC7')..I.] pri.nte.1 rk t �,p B� l 0c;.1.G [ ::,�.)r..,• `:iAN I. :E RNA RD 1. NO COUNTY RAT IONAL PR0(:ii'(-01 C(. ht (c) CiviII' eri3n /Civi1.Cadd 19853 Rational Hydrology Study Ilato: 9- 1.8 -89 HYDROLOGY STUDY FOR EXISTING COND:I'.T' I(i,J TRACT 13597 IN THE CITY OF FONTONA (::OUNTY OF SAN BERNAP'.I) 1NO :SPECIFIED HYDROLOGY INFORMAT IOW1 100.0 year storm 1 hour rainfall ( Inches) = 1.180 Computed rainfall Intensity: Storm year =• 100.00 1 hour rainf l (Inches) 1.11300 Slope used for intensity curve = .(;0O(, Soil Antecedent Moisture Condit.ion(AMC) = n, FOR }•++ t+• l-++ t++++ t++•#-+++++++• F +t + +t +t + + + + +t + + + + + + + + + +t + + + + .}• +.}• }..}.•}.. }.•x..k .t. Process from Point /Station 1.00 to Point /Station 2.00 AAA INITIAL AREA EVALUATION AAA Decimal Fraction Soil Group A =- 'I,0 i, Decimal Fraction Soil Group B .000 tiecim•al Fraction Soil Group C. .0()() Decimal Fraction Soil Group D -: .000 g !"' UNDEVELOPED ( AVERAGE COVER) i�1 - SCS Curve Number for So i 1 { t1MC .?) �0 .0 Pervious rat:io(AP) = 1.000 Ma;� loss r.ate(FM)= .810( 1n/Hr. > Subarea is UNDEVELOPED •- AVERAiiE COVE?; Initial subarea flow 1erf9th _ 445.00(Ft.) Upstream elevation = 72.000 Ct . ) Downstream elevation = 52 - 'I ( Ft . Elevation difference = 16 + Slope = .04250 S /) = 4.wf�, Tc F {( .70(5) C {.Ler,gt.h "3)/�F-,Iev-atlon Chan, 0 I" -Initial area time of concentration - 15.194 min. 4 1.00.00 Year computed rainfall intensity 2.690 In /Hr Effective Runoff Coefficient used for total. area r,rl =CIA) is C = .629 Subarea runciff = 10.291(CFS Total initial stream area = 6.03(Ac.) Pervious area fraction - 1.000 Initial area FM value _ .3 TO( In/Hr') End of computations, total study area = 6.08(Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figure= do riot consider reduced effective are:-.i affects caused tiv confluences. Lr•k the rational equation. AREA AVERAGED PERVIOUS AREA FPACT IONI (AP) 1. 00() AREA AVERAGED SCS CURVE NUriBER ADJUSTED SCS CURVE NUMBER FOR AMC . ',fit |e CIS Kl:SXISI.OUI[7A ,i] prznted on 18-Sep-89 l2:O7:27 Page 1 N� SAN B2BNABDINO COUNTY RATIONAL PBOGBAM Copyright (c) CivilDesign/CivilCadd 1983 Rational Hydrology Study Date: 9-l8-89 ----------------- --------- ------------ -------------------------------------- HYDROLOGY STUDY FOB EXISTING CONDIT]Up ' TRACT 13597 IN THE CITY OF FONIANA � COUNTY OF SAN BEBNABDIN0 --------------------------------------------------------------------------'- ASPECIFICD HYDROLOGY INFOBMAIIOW6 --------------------------------------------------------------------------'- 25.0 year storm l hour rainfall (Inches) = l.00O Computed raznfalI intensity: Storm year = 25.00 l hour rainfall (Inches) = 1.0000 Slope used for intensity curve = .6O('(' Soil Antecedent Moisture Condition(AMC) = 2 `^ . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++�/+ Process from Point/Station i.00 to Point/Station 2.00 w� AAA INITIAL AREA EVALUATION ` , ------ -----------_-----_-------_---__-----------_------------------------ -- Decimal Fraction Soil Group A = l.V(v' Decimal Fraction Soil Group B = .00O Decimal Fraction Soil Group C = .00(/ Decimal Fraction Soil Group D = .000 ' UNDEVELOPED (AVERAGE COVER) subarea SCS Curve Number for Soil(AMC 2) = 50.0 Pervious ratio(AP) = 1.000 Max loss rate(FM)= .810(In/Hr) Subarea is UNDEVELOPED - AVERAGE COVER Initial subarea flow length = 445.00(Ft.) Upstream elevation = 72.00(Et.) Downstream elevation = 52.91(Ft.> Elevation difference = i9.09(Ft.) Slope = .04290 S(%) = 4.29 To = K( .706);k[(Length~3)/(Slevation Change)] Initial area time of' concentration = 15.194 min. 35.00 Year computed rainfall intensity = 2.380 2n/Hr Effective Runoff Coefficient used for tota] area (Q=CIA) is C = .580 Subarea runoff = 8.045(CFS) Total initial stream area = 6.08(Ac./ Pervious area fraction = 1.00" lnitial area EM value = .810(In/Hr) End of computations total study area = 6.O8(Ac.) ' � The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences - Ln the rational equation. AREA AVERAGED PiBVIOUS AREA FRACTION(AP) = 1.000 0� AREA AVERAGED SCS CURVE NUMBEB = 50 .0 ADJUSTED SCS CURVE NUMBER FOR AMC 2 = 50." u� oSKl1 EXISI.OUI[74.1J prznted on l p-89 l 0O:24 Page l SAN BEBNABDINO [OUNTY BAIIONAL PBOG8AM Copyright (c) CivilDesign/Civi1Cadd, 1988 Rational Hydrology Study Date 9-]8-89 --------------------------------------------------------------------------'- HYDROLOGY STUDY FOR EXISTING CONDlT1Ui . TRACT 13597 IN THE CITY OF FONTANA COUNTY OF SAN BSRNABDINV �� --------_--_-_------_---------_------------------_-------------------------- ASpSCIFISD HYDROLOGY INFORMATION-A- --- -_--_-------------------_-----------_-------- --_------------_�------_---- ' 1.0.0 year storm ] hour rainfall (Inches) m� Computed rainfall intensity: Storm year = 10.00 i hour raznfal1 (Inches) = .8500 Slope used for intensity curve = .6kO/` Soil Antecedent Moisture Condition(AMC) = 3 P" � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++� Process from Point/Statzon 1.0 to Point/Station 2.0O AA INITIAL AREA EVALUATION �' ----------_------_-----------------------_---------------------_----------- Decimal Fraction Soil Group A = l.O"'' n� Decimal Fraction Soil Group B = .00O UJ Decimal Fraction Sil Group C D n -- Decimal Eraction Soil Group D UNDEVELOPED (AVERAGE COVER) suh�rca SCS Curve Number for Soil(AMC Pervious ratio(AP) = 1.000 Max loss rate(FM)= .810(In/Hr) 9ubarea is UNDEVELOPED - AVERAGE COI SB Initial subarea flow length = 445.0O(Ft.) m� Upstream elevation = 73.00(Ft.) Downstream elevation = 52.9l(Ft.` Elevation difference = i9.09(Ft.) � Slope = .04290 S(%) = 4.29 Tc = K( .706)A[(Len3th~3)/(S1 evation Change)]~0.2 Initial area time of concentration = 15.194 min. L0.00 Year ccmputed rainfall intenszty = 1.938 In/Hr w� Effective Runoff Coefficient used for total area , Q=C IA) is C = .5]4 Subarea runoff Total initial stream area = 03 Ac. Pervious area fraction = l.Ov" Initial area EM value = .8iO(In/Hr� End of computations, total study area = 6.08(Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures: do not consider reduced effect3 ve area effects caused by confluences in the rational equation. AREA AVERAGED PSBYIOUS AREA FRACTION(AP) AREA AVERAGED SCS CUBVS NUMBER = 5O.0 ADJUSTED SCS CURVE NUMBER FOR AMC 2 = 50.0 ��- : . s I rit Id'I. :E;XI:G --7A II - p rinte:d nr, I., > -.. ep -8 L2.09 :1. #1 S !. SAN BERNARD INO C;OUNT Y PAT IONAL PROM- AM Copyright (r_) Civt:I.* *14asigr, /Cit/il(:.a -J -I. 1988 Rational HydroloS,- Study Date. 9- -1.8 - -8 _....------ ------- -_. - -_ -- ...- .---------- _- _- - -_.__ ___..____...._....._. HYDROLOGY STUDY FOR EX 1ST ING_CONDITION 'a ~� TRACT 13597 IN THE CITY OF FONTANA COUNTY OF SAN BERNARD:I.Nti ASPECIFIED HYDROLOGY INFORMATION-A 2.0 year storm 1 hoer rainfall (Inches) .fy,':r Computed rainfall intensity'. 'norm year - :' .00 L hour r 3inf all. '.Inches 6500 Slope used for intensity curve =_ .6 0�: Soil Antecedent Moisture Condition(AMC) = I S f•• f•++++++++++++++• F++++++++•+++++• F+++++++• h+• 4•+ + + + + + + +• • + ++ + + + + + +•1-+ + + + + +4 4.•} +4..{..� Process from Paint /Station 1.00 to Point /Station 2.00 !■* AAA INITIAL AREA EVALUATION -AAA k" ---- _...._.___.._..._ --.. .. ... .»._.. _.- _----- _- __. -.. --_--._---------------.-..._.-_. _._------- .- ..---- ....--- - - - - -- Pq Decimal Fraction Soil Group A = J..0()) 1 L 4f� Decimal Fraction Soil Group E - .000 Decimal Fraction Soil Group C - .000 Decimal Fraction Soil group D .000 UNDEVELOPEI:t (AVERAGE COVER) subarc .,7 SCS Curve Number for Soil(A 2) - `:,0.0 Adjusted SCS Curve Number for AMC 1 .. Pervious ratio(AP) = 1.000 Ma:: loss rite(FM)= .983(In /Hr) Subarea is UNDEVELOPED - AVERAGE Initial subarea flow length = 445.00(Ft.) Upstream elevation = 7'2 Downstream elevation _ 5 :, .,. 9 1 ( F } ) Elevation difference = 19.09(Ft.) Slope = .04:90 S( %) = 4.29 T'c = K( . 70 6) *L(Ler,gth ":3) /(Elevati.or, Charige)]'"0. 3 Initial area time of concentration = 15.194 min. 2.00 Year computed rainfall intensity = 1.482 In /Hr- Effective Runoff Coefficient used for total area (0 =CIA) is C = . 30" -? Subarea runoff = 2.7'19(CFS) Total. initial. stream area - 6.00(Ac.. Pervious area fraction 1.000 :Initial area FM value = .983(In End of computations. total =_tu area = 6.08(Ac. ) All M The following figures may be used for a unit hydrograph - =tudy of the same area. Note: These figures do riot consider reduced effective area effects caused by confluences to the rational equation. AREA AVERAGED PERVIOUS AREA FRACTION(AP) = 1.000 AREA AVERAGED SCS CURVE NUMBER = 50 .0 ADJUSTED SCS CURVE NUMBER FOR AMC. 1 = 31-0 0 iw o. SUMMARY UNDER EXISTING CONDITIONS, THE Q WILL BE AS FOLLOW: 1. FOR 100 YEAR STORM: Q100 = 10.29 CFS 2. FOR 25 YEAR STORM: Q25 = 8.04 CFS 3. FOR 10 YEAR STORM: Q10 = .6.17 CFS 4. FROM THE UNIT HYDROGRAPH FOR 2 YEAR, 24 HOUR STORM: Q2 = 2.73 CFS 'd5 I Yri HYDROLOGY STUDY FOR TRACT 13597 UNDER EXISTING CONDITIONS UNIT HYDROGRAPH FOR 100 YEAR STORM, 24 HOUR UNIT HYDROGRAPH FOR 25 YEAR STORM, 24 HOUR UNIT HYDROGRAPH FOR 10 YEAR STORM, 24 HOUR UNIT HYDROGRAPH FOR 2'YEAR STORM, 24 HOUR t �7 qm IW iw mJ ri fi I HYDROLOGY STUDY FOR TRACT 13597 UNDER EXISTING CONDITIONS UNIT HYDROGRAPH FOR 100 YEAR STORM, 24 HOUR I a I »qKl��A5l.OUT[74.\| prcntpd nn i8-Sep-89 ll:O5:36 Page l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^++++�' San Bernardino County Unit Hydro Method Manual Date - August l98o -- Copyright ;',c) CivzlCadd/CivilDesign, l988 Study Date 9-l8-89 . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++ PROJECT IIT LE HEADING: +++++++++++++++++++++++++++++++++++++++�� UNIT HYDROGBAPH FOR TRACT 13597, WITH 'E CONDITIONS lOO YEAR STORM CALCULATED USING 25 YEAR. RAINFALL AND AMC 2 CITY OF FONTANA, COUNTY OF gAN 8G8NHRD[#O +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UNlT - HYDBOGBAPH ANALYSl� |'>OYGAR ST0RM ANTECEDENT MOISTURE CONDITION = 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Area Avera9ed Rainfall Intensity lsohyetal Data: Sub-Area Duration Intenszty (Acres'7 (Hours) ' (Inches) ~~ RAINFALL DATA FOR YEAR 100 i i.26 �� --_------_------__------------------------_------_------------------------- *� RAINFALL DATA FOR YEAR lO') 3.00 Q� --------------------------------------------------------------------------- RAINFALL DATA FOB YEAR 10O . 34 7 l4 �� ------------------_-----_-__---_--------------------_---------------------' +~+++++++++++++~+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ The 24 hour rainfall figure used to cal culatp the soil loss rates Em and Yb = 6.000 [riches Formulas used: Y = (P24-Ia)~2 / (P24-Ia+S)92 where S = 1000/3CS(CN) - lO Yb = l - Y(area averaged) �p = l - / ; and Cm = AP A, I F AAAAAAAA AREA-AVERAGED MAX LOSS RATE, FM AAAAAAAA SCS CURVE SCS CURVE AREA AREA EP NO NO.(AMC2) (ACRES) FRACTION (IN/HR) 50 .0 50.0 6.O8 l.000 .756 Area-Averaged Adjusted Loss Bate F` (IN/HB)= .75� AP EM (DEC.) (IN/HR) 1.000 .756 /6 / le DSKl:TA5l.UUIL74,i] printed nn l8-Sep-89 ll 0 5:51 Page 2 AAAAAAAA;k AREA -AVS RAGE D LOW LOSS BATE FBACTION, YBA-AAAA�0-00- HHSA AREA 9CS (" N SCS [N S PERVIOUS ACRES) FBAC , AM C2 <Am YIELD ) YIELD FV 6.O8 1.000 5O.O 51").O 1.0.0 0 .l9O N� Area-Averaged Catchment Yield Fraction, Y Area-Averaged Low Loss C(-action. Yb = .810 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ User entry of time of concentration (Hours) = .253 Watershed Area = 6.080 Hcrp� "LAG" Time = .203 Hours Unit Hydrograph Time Unit = 5.00 0 Minutes Unit [nterva1 Percentage Of Lag Time = 41.140 Hydrograph Baseflow = .000(CF5) Maximum Watershed Loss Rate(FM) (In/Hr) = .756 Low Loss Bate Percentage(Yb) (Decimal) = .81.0 Valley Developed 9-Graph Selected Computed Peak 5-Minute Baznfall(lnches)= .466 Computed Peak 30-Minute Bainfal1(Inches)= .955 Specified peak 1-Hour Rainfall(lnches)= 1.260 Computed Peak 3-Hour 8ainf all (Inches)= 2.1.45 Specified Peak. 6-Hour Rainfall(Inches) = 3.000 Specified Peak 24-Hour Rainfa1l( Inches >= 7.140 Rainfall Depth Area Reduction Factor�:' Using a TOTAL Area of 6.O8 Acres (Ref: Fig. E -4) 5-Minute Factor = 1.000 Adjusted Rainfall = .466 ~- ]O-Minute Factor = 1.000 Adjusted Rainfall = .955 I.-Hour Factor = l.00O Adjusted Rainfall = 1 .26O 3-Hour Factor = 1.00 Adjusted 'Rainfall = 2.145 6-Hour Factor = 1.000 Adjusted Rainfall = 3.000 � 34-Hour Enctor = l.00O Adjusted Rainfall = 7.140 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UA[T HYDBOGBAPH +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Unit Hydr-)graph Determination �� ----------_-----_-----------__---------_-_---_--_---------------_--------_ [NTERVAL °S" GRAPH UNIT HYDBOGBAPH NUMBER MEAN VALUES OBDINATSS(CFS) --------------------------------------------------------------------------- 2.344 2 30.653 i2.841 3 52.10 3 23.l26 %0.36O ~� 5 92.l32 9.O66 6 97.l77 3.710 7 98.6l3 l.O56 99.354 .544 9 100.000 .475 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++� PEAK UNIT ADJUSTED MASS RAINFALL UNIT RAINFALL �� o� � Lc DSKl TA5l.UUTL7 1] prznted on ll:O6:ll NUMBSR (INCHES) (INCH2S) ] .47 .47 % .62 .15 3 .72 .]] � .81 .O9 5 .95 .07 1.02 8 i3O7 .06 9 l.l2 .05 *� L .0t! .04 1.4 L.36 .05 l5 1 .40 .O5 w� 1.6 i.45 ^04 1.7 l.49 .O* 18 i.53 ,04 l9 l.57 .04 1 .131 . 04 2] l.65 .V� J2 l.69 .04 23 l.73 .O4 w� 2 i.76 ^04 25 l.8O .O4 28 1.90 .O3 29 ]O i.96 .03 31 l.99 .O3 ' 33 2.O6 .03 34 2 .0 9 .03 35 2.l% .O3 36 3.i4 .03 �� 37 2. l7 .0) 39 2.23 .O3 .03 41 2.39 .03 '4 2 %.3l .T3 43 2.34 .O3 44 ].36 .O3 �6 47 ].4l 2.44 .03 .03 A. 2.47 .03 49 2.49 .02 �� 50 3.51 .O2 51 2.54 52 3.56 .02 53 2.59 54 2.6l .O2 55 ^ 2 63 ^ 02 56 2.66 .02 N� 57 58 2.7O .O2 � / l Me DSKl:IA51.0UT04,11 przntpd on 18-Sen-89 11:06:2 Page � 59 3'72 .02 ' 60 2.75 .02 61. 2.77 .0] 3N 62 2.79 .O2 63 3.81 .03 64 2.83 .O2 65 3.85 .03 ^/ m� 66 2.88 .O� 67 2.90 .0 68 2.92 .02 69 2.94 .02 -- 70 2 96 ^ ^ O 2 J� 7 72 3.98 3.00 .02 .02 73 3.03 . 03 ^ 74 3.O5 .O3 75 3.08 .03 76 3.10 .O3 77 3.13 .03 pq 78 3.15 .O3 iW 7g 3.iO .03 80 3.20 .O3 81 3.23 .02 i 82 3.25 .VJ 6, 83 3.28 .02 84 3.30 .02 85 3.33 .02 60 86 3.35 87 3.38 .02 �� 88 3'4O .O2 89 3.43 .02 90 3.45 .0% 91 3,47 .02 92 3.50 .02 m� 93 3.52 ,02 94 3.54 .02 95 3.57 .02 96 3.59 .02 97 3.61 .02 98 3.64 .02 99 3'66 -02 100 3.68 .02 ' 101 3,71 .02 102 3.73 .O% l03 3.75 .02 104 3.78 .02 105 3,20 .02 lO6 3.82 .O3 -- l07 . 3 84 , O2 108 3.87 .02 109 3.89 .02 ~~ 110 3.91 .O2 ' ll1 3.93 .02 112 3.95 .O� il3 ' 3.98 .O2 114 4.00 ' . O 2 i15 4.03 .O] 0� l H. 4.04 .02 il7 4.06 .O% \ { le DSK1:IA5l.0UT[74,1] printed on l8-Sep-89 11 :06:45 Pagp � w� � ll8 4.O9 .02 ), ll9 4.11 .0� i2O 4.13 .�2 l2l 4.15 .O2 ' i22 4.1? .O2 l23 4.19 .02 J� 1. 24 4.2l .O2 1.25 4.24 .0"i! l26 4.]6 l27 4.28 .0] N� i28 4.30 l29 4.32 .02 l30 4.34 .O3 131 4.36 -- 132 4.38 .02 ' w� l33 4.40 .0% 134 4.42 .02 m� 135 4.45 ~0� i36 4.47 .02 � 137 4.49 6� 138 4.51 .02 1 39 4.53 140 4.55 .02 141 4.57 .O% l42 4.59 .O2 l43 4.6} .O2 n~ 144 4.63 .O2 145 4.65 . .O2 l.I6 4.67 .02 p� l47 4.69 ' 1.48 4.71 .O2 l49 4.73 .O2 w� 1.50 4.75 .0 2 K1 l51 4.77 .02 152 4.79 .02 153 4.81 .O% 1.54 4.83 .02 N� 1. 55 4.85 .02 l56 4.87 .O2 157 4.89 1.58 4.90 .02 � 159 4.92 .O2 i60 4.94 .O2 l61 4.96 .0 2 l62 4,98 .02 163 5.00 .02 1. 64 5.O2 .O2 l65 5.04 .O2 ' 1. 66 5.O6 .02 167 5.08 .02 l68 5.10 .02 ` l69 5.12 .02 ' 170 l7] 5.l3 5.15 .02 . 0 2 1.72 5,17 .0 2 ' l73 5.19 .0 2 1 74 5.21 .02 l75 5 . 23 l76 5.25 .02 3 � ' Fi le DSKl IA51..OUIL74,l1 printed on 18-Sep-89 1.1 07 O] �� i77 5.27 .02 l78 5.28 .02 i79 5.3O ,02 j� 180 5.32 .02 1.8I 5.34 .02 l8% 5.36 .O2 1. 83 5.38 .02 184 5. 39 .03 1.85 5.41 .O2 l86 5.43 .02 l87 11 5.45 .02 188 5.47 .O2 189 5.49 .02 � l9O 5.5O .02 i9l 5.53 .02 ' 1. 93 5.54 .0 2 w� l93 5.56 .02 194 5.58 L'95 5.59 .02 OR 196 5.6] .O2 l97 5.63 .02 - l98 5.65 .02 199 5.67 .02 21 O 5.68 .O% 5.70 .O2 202 5.72 .O2 . w� 3O3 5.74 .O2 2O4. . . ^ 3O5 5.77 .O2 20 5.79 .O2 207 5.81. .02 so 208 5.8% .O2 J0 9 5.84 .O2 *� � 210 5.86 .02 211 5.88 .02 2l3 5.89 5.9l ' 3l4 5 93 . . O2 21. 5 5.95 .02 21 6 5.96 .02 '^ - 11.7 5.98 .02 w� 21.8 6.O0. .O2 23.9 6.02 .O2 220 6.O3 221 6.O5 .O2 222 6.07 323 J� 224 6.l0 .O2 325 6.l2 .O2 226 6.l4 .O2 227 6.l5 .O2 228 6.l7 .O% 229 6.l9 .02 230 6.20 .02 6.J2 .02 232 6.24 .O% J33 6.25 .O2 234 6.27 .O2 235 6.29 .02 �� �. le 11 SKl:TA5l.OUT[74,1. ] prznted no l8-6ep-89 l]:07:l9 Pagp '/ . 6.3O 237 6.3� .O2 �38 6.34 J0 23g 6.35 2 40 6.37 .02 24l 6.39 .6 2 -� 242 6.4O .02 243 6.42 344 6.44 .02 245 6.45 .02 246 6. 47 .02 -- 247 6.49 .0 2 348 6.5O .02 349 6.52 .O2 250 6.54 .02 251, 6.55 .O12 � 252 6.57 .02 m� 253 6.58 .O2 354 6.6O 255 6.62 .02 356 6.63 .02 w� 257 6.65 ' .O2 258 6.67 .1)2 ` 2.59 6.69 261 6.71 .02 262 6.r3 .02 263 6 ~ 75 .O2 264 6.76 265 6.78 .02 %66 6.79 �67 6.8] .O2 268 6.83 .02 m� 269 6.84 .O2 27O 6.86 .02 271 6.87 .O2 %72 6.89 .02 273 6.9] .O2 - 274 6.93 .0 2 275 6.94 .O% .95 .O2 N� 277 6.97 .0 2 278 6.98 .O2 279 7'00 .02 28O 7 .02 .02 28] 7.03 .02 282 7.05 .O2 ]� 283 7.O6 .0% 284 7.08 .O2 285 �88 7.09 7 1 .02 .02 287 7.l2 . ' 288 7.14 .02 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UNIT UNlT UNIT EFFECTIVE ' PSBIOD BAINFALL SOIL-LOSS BAINFAY.L �� (NUMBER) ----_---------------------------------------_----------------------------- (INCHES) (INCHES) (INCHES) l .0155 .0l26 .003O / le DSKl:TA5l.OUIL74,l] prznted on l8 89 11 :0 7:36 o1 C� =. o}z� ~ 3 ^~^~~ .Ol56 -''-- .0126 4 .0l56 .0 1 26 5 .01.56 .0l27 6 ,01.57 .0127 7 .0157 .0127 8 .Ol57 .0l27 9 .01.58 .0128 lO .0l58 ,Ol28 l] .01.58 .0128 i2 .0 1. 59 .0l28 13 .0l59 .0129 l4 .0159 .0129 l5 .0 1 6O .0l29 l6 .0 1 6O ,0l29 1.7 °016C. .0l3O 18 .0161 .Oi3O l9 .0l6] .01.30 %O .0161 .0131 2l .0 1 62 .0131 22 .0l62 .0131 23 .Ol62 .0l3] 1 .0163 .Ol32 25 .0163 .0132 26 .0l63 ,O l32 �7 .01.64 .0 1 33 28 .0l64 .0133 29 .O]65 . .0l33 30 .0 1. 65 .0133 31 .0 1. 65 .0134 32 .01.66 .0134 33 .0l66 .0135 34 .0 1 66 .0135 35 .0 1 67 .0 1 35 36 .O1. 67 .O l35 37 .0 1 68 .0l36 38 .0 1. 68 .0136 39 .0169 .0136 40 .0l69 .0137 Al .O l69 .0l37 42 .Oi70 .0137 43 .01.70 .0138 44 .0l7l .0138 45 .0171 .0139 46 ,0171 .0139 47 .0l72 .0139 48 .Ol73 .0139 49 .0173 .0140 5O .0 1. 73 .0140 51 .0174 .0141 52 .0174 .0141 53 .0175 .0141 ' 54 .0175 .O l42 55 .0 1. 76 .0 143 . 56 .0 176 .O l42 57 .0177 .0143 58 .Ol77 .0143 59 .01.78 .0144 6O .01.78 .0144 page � .003O .0033 .003O .0O3O .0030 .003(" .O030 .003() .003O .00,3 (/ .0O30 .0�3o .0O3O .003O .O030 .003] .003l .0O3] .0O3l .0O3) .003l .003l 003 1. .003l .003l .003l .003l .O03] .003l .0032 .0032 .O032 003 2 .003% .O032 .O032 .0032 .0032 .0032 .0032 .O032 .0O3% .0032 .0033 .0033 .0033 .O033 .O033 .0033 .O033 .0033 .0O33 .0033 33 .0O .0034 .O034 .0034 .0O34 .O034 le D SKI .IA5l.OUT[74,l] 1 &l H- L-1 c ' ' - 63 63 64 65 66 67 68 69 70 7l 72 73 74 75 76 77 78 7q 80 81. 82 83 84 85 86 87 88 89 90 9l 93 C. 94 95 96 97 98 99 lOO 1.01 10 1.03 104 1.05 lO6 107 108 1.09 llO ill ll2 1.13 114 L 1 ll6 1.1.7 lip 119 printed on 18-Sep-89 11 �07:57 Page �/ .0 1. 79 .0145 .O034 .0 179 .0145 .0034 .0180 .014 .O034 .OI8O .0146 .01.81 .Ol46 .0 0 34 .0181 .0147 .O034 .01.82 .0147 .1 0 35 .0182 ,0147 .0O35 .OlO3 .0148 .0035 .0183 .0148 .0035 .0184 .0149 .0035 .0184 .0149 .0035 .01.85 .0150 .0035 .0185 .0150 .0035 10186 ,0151 .0 O35 .01.87 .0151 .0 O36 .Ol87 .Ol52 .0036 .Ol88 .015 1) .0036 .0189 .0153 .O036 .0l89 .0153 .0 0 36 .O1. 90 .0154 .0036 .0190 .0154 .0O36 .0191 .0155 .0036 .0192 .0155 .0037 .0193 .01.56 .0037 .03.93 .0156 .O037 .0194 .0157 .0037 .0194 .0157 .0O37 .0195 ' .0158 .0037 .O]96 .01.59 .0197 .0159 .O037 .0197 .0 1. 6O .0038 .0 198 .Ol6O .O038 .0 1. 99 .0161 .003El. .0 20 0 .0162 .O038 .O200 .0lG3 .0038 .0 30 1 .0163 .O038 .O202 .0l63 .0038 .O30 3 .0164 .O039 .0203 .Ol65 .0O39 .O205 .�166 .0039 .O2O5 .0l66 .0039 .O206 .0I67 .0039 ,0 207 .0167 .0039 .0208 .0l68 .0040 .O3O9 .0169 .0O4O .0210 .Ol7O .0040 .02l0 .0170 .0040 ,0212 .0171. .0040 .O2l2 .0 17 ,0040 .0214 .0173 .0041. .0214 .0173 .004I .O2l6 .0175 .0041 .0216 .0175 .0041 0 18 .0176 .004l .02l8 .0177 .O042 .0220 .0178 .0042 .022] .0179 .0042 .0180 .0042 /. I!ile w� � �1 u [] �� DSKl;IA5l.OUIL7y,l] prznted on l8-"iep-89 11 :0 8:l9 I. c. J. k.) l2O .O2 23 ,Ol8O .0042 l2] .O224 .Ol82 .0O43 1. 22 .0225 .0l82 .O043 l23 .O227 .0183 .0 0 43 1. 24 .0227 .0184 .0043 l25 .O229 .0186 .0044 1.26 .0 230 .0186 .0044 127 32 .0188 .004.4 .00� i28 .0233 .0188 .0044 129 .O234 .0190 .0045 130 .0235 .0191 .0045 131 .O237 .Ol92 .Of" 1.32 .0238 .0193 .0045 133 .0240 .0194 .0O46 L34 .0241. .01.95 .0046 135 .0243 .0l97 .0046 1.36 .0244 .0198 .0047 137 .0247 .0200 .0047 L38 .0248 .0200 .0047 139 .O250 .0 202 .0048 l40 .O251 .0203 .0048 1.41 .O254 .0205 .0O48 L42 .0255 .O2O6 .0049 143 .0257 .O208 .0049 1.44 .O259 .02O9 .0049 1.45 .O2O2 .0164 .O039 l46 .02O4 .Ol65 .0O39 147 .0207 .0168 .0039 148 .0209 ' .0I69 .0040 l49 .02l2 .0171 .0O4O 1.50 .0214 .0173 .0041. 151 .O2l7 .0176 .0041 1.52 .0319 .0177 .0042 153 .0223 .0180 .0042 I 54 .O225 .0182 .0043 l55 .0229 .0185 .0044 156 .0331. .0187 .0044 157 .0235 .0190 .0045 L58 .0237 .Ol92 .0045 159 .O24% .0l96 .0046 1. Go .0245 .0l98 .0047 161 .0 250 .02O2 .0048 I 62 .0253 .O205 .0O48 163 .0259 .0209 .0049 164 .0262 .O2l2 .0050 l65 .0268 .0217 .0051 1.66 .O27l .022O .0052 167 .O279 .O226 .0 0 53 1.68 .0Z82 .O229 .0054 1.69 ,0291 .O2 .0O55 1.70 .0295 .0239 .0056 171 .0304 .0246 .0058 172 .0309 .0250 .0059 1.73 .0 320 .0259 .006] L 74 .0326 .O264 .0062 175 .0338 .0274 .0064 1. 76 .0345 .0279 .0066 1.77 .0360 ` .029] .0 0 68 178 .036O .0298 .0070 �l vi le In m 79 0 DSK1 :TA51. .OUT[74,l] prznted on 9 11: 08:44 Page 1] 1. 79 .0386 .0312 .0073 l8O .O396 .O32O .0O75 1.8I .0419 .0339 .0080 182 .0432 .0349 183 .0461 .0373 .0088 1.84 .0479 .0387 .009] 1.85 .0431 .0349 .0082 186 .0455 .0368 .0O87 i87 .0517 .0418 O .9 8 188 .0557 .0451 .OlO� 1.89 .O671 .0544 .0l28 1.9O .0 75O .0613 .0l44 191 .1083 .0630 .0453 192 .1490 .0630 .O86(/ 1.93 .4662 .4) 630 .4O32 194 .0882 .0630 .0253 1.95 .0607 .O492 .0ll6 196 .0483 .0391 .0092 1.97 .0498 .0403 .0095 198 .0446 .0361 ,OO85 L99 .0407 .0329 .0077 200 .0376 .0305 .0072 %Ol .0352 .0285 .0067 202 .O333 .O268 .0O63 303 .0314 .0254 .0060 204 .O299 .0242 .0057 2O5 .O286 .O232 .0055 206 .O275 . .0223 .0052 20 7 .0265 .0214 . .0050 208 .0256 .0207 .0049 209 .0247 .O2OO .0047 21.0 .024O .0194 .0 0 46 Zll .0233 .0189 °0044 21 2 .O227 .0183 .004� 213 .0221 .0179 .0042 214 .O2l5 .0174 .004] 215 .02lO .Ol7O .0040 216 .0205 .0166 .0 O39 317 .026O .0210 .0050 218 .0256 .0207 .O CIA 49 21. 9 .O%52 .O2O4 .0O48 220 .O249 .020l .0 1 01 47 321. .0245 .0l99 .0 0 4'7 222 .0242 ,0196 .0046 323 .0239 .0194 .0046 224 .O236 .019] .0045 225 .0234 .0189 .0044 226 .0231 .0187 .0044 227 .O]28 .Ol85 .0043 228 .O226 .0l83 .0043 229 .OZ24 .01.81 .0043 230 .O22} .0179 .O042 23l .0 21. 9 .Ol77 .0042 232 .0 217 .0 176 .004] . 233 .0215 .0174 .0041. 234 .0213 .0172 235 .021.1 .0l7l .0O4O 236 ,O209 .Ol69 .O04<l 237 .O3O7 .OlC .0040 v le 0 u D9Kl:IA5l.UUl|?4~1J printed on l8-Sep-89 yage K: 238 .O2O6 .Ol66 .0039 239 .0204 .0165 .0039 240 .0202 .0164 .0039 241 .0201 .0163 .0O38 242 .0l99 .016l .0O38 243 .0198 .0160 .0038 244 .0196 .0159 .0037 245 .0195 .0158 .0037 246 .0193 .0157 .0037 247 .0192 .0156 .003? 248 .0191 .0154 .0036 249 .0190 .0153 .0036 250 .0188 .0152 .0036 251 .0187 .0151 .0036 252 .0186 .0150 .0035 253 .Ol85 .0150 .0035 254 .0184 .0149 .0035 255 .0182 .0148 .0035 356 .0181. .0147 .0035 257 .0180 .0146 .0034 258 .0179 .0145 .0034 259 .0I78 .0144 .0034 260 .0177 .0143 .0034 26] .0176 .0143 .003 262 .0175 .0142 .0033 263 .0174 .0141 .0033 264 .0173 .0140 .0033 265 .0173 .0140 .0033 266 .0172 ' .0139 .0033 267 .0171 .013R .0033 268 .0170 .0138 .0032 269 ~0]69 .0137 .0032 270 .0i68 .0136 .0032 271 .0167 .0136 .0032 372 .0167 .0I35 .0032 273 .0166 .0134 .0032 274 .0165 .0134 .0031. 275 .0164 .0133 .003l 276 .0164 .0132 .0031. 277 .0163 .0133 .0031 278 .0162 .0131 .0031. 279 .0161 .0131 .003l 280 .0161 .0130 .0031 281 .0160 .0130 .0030 282 .0159 .0129 .0030 283 .0159 .0129 .003O 384 .0158 .0128 .0030 285 .0157 .0127 .0030 286 .0157 .0127 .0030 287 .0156 .0126 .0030 288 .0156 .0126 .0030 TOTAL SOIL RAIN LOSS (IN) = 5.37 TOTAL EFFECTIVE RUNOFF (IN) = l.7r --------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACBS-FEET) = 2.733,, TOTAL STORM BUNOFE VOLUME(ACBS-ESET> = .8939 ` --------------------------------------------------------------------------- � � 4' J/ i.:l. s D'ci TA51 . OUT 1 ::74..1. :1 pr Inted on 1,3- e p_ 0.9 L 1 .09:27 F.• q9 1 3 s r+ r + + + + + + + + + ++ ► + ++ r r + ++ r r+ r + + +• } + + + + ++ + + + + + ++ ► + + + + + + + + +•r + ++ + + + + + + ++ 4. +4. + +4 <. 3 4 - H O U R `:, T 0 R M 1 -4.4.+++ f+ f+ f++ f++++++!•+ 4 •ff+++ff+++ f+ f++ f++++ f +f +f+f++ + ++fffff + + ++ +f +ffi•ff +f S••i V yd r o r a p h in 5. - minute intervals(CFS ) Time(H +M) Volume(AF) P(CF8) 0. 5.0 10.0 15.0 ().( 0+ 5 0.0 .0 1 0 ! I I I () +1 0 .0004 .0 4 0 I I I I 0 +15 .0011 .1.1 0 +20 .0C =23 .17 0 +25 .0037 0+ 30 . 0 +35 .0067 0 +40 .0082 04-45 .0097 0 +5 .0 1.12 0 +55 .012 .2u P 1. 0 .0 142 32 U 1+ 5 .0158 1. +10 .01.73 1. *• 15 .01.0 L+20 .0203 1 +25 .0:.'19 L +30 . 0234 u'a r I I ! om 1 +35 .0 "21'50 w,2 0Y 1+40 .0,365 1 +45 .028:1 .� 1 +50 .0296 , 33 r1V ! f I I 1 +55 .031.'? ,:3 PV I I I { :2+ 0 .0327 d3 QV I I I I 2+ 5 .0: 343 .23 PY I E I I on 2 + 10 . 0 3 59 .213 r?V 2 +15 .0374 2 14 I I ! I :.' +20 .0::39 r) . 33 (1',1 ! { { I RR 2 +25 .0406 .2i 0V ! 1 I I , +30 . 0 -12 .23 0V I I I I .0433 . c:�. I I I ! +40 2 +45 . 0454 .0469 .231 23 P 2+50 .0185 . ra 1 1 2 +55 .0501 .23 (,, 3 0 . 0517 .' 3 f) 3+ 5 .0534 P : 3 +10 .0550 3 Q 'J { I I I 3 +15 .0566 .23 Q V I ! f . 3 +20 .0582 V I I I 3 +25 .0593 .34 D Y .3 +30 3 +•35 .0 .0 0:31. 2 4 .'N U P V I I { I ki { I I I .3;+40 .1)G'47 .2 Q V I ! I I 3 +45 . 0 G64 :3 +50 .O680 ,::a 0 V I { I ! 3+55 .06 .24 P V. I I E I 4+ 0 .071..3 ."]4 11 V le DSKl:IA5l.OUTL74 printed on 18-Sep-89 11:09:54 4+ 5 .0730 .24 Q V 1 1 ( 1 4+10 .O746 .24 Q V I \ �+l5 .0763 . 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OUT L74,l] prznted on 18-Sep-89 1.1 :10 :16 Page ]� 9+ O 9+ 5 .29 p o \ 9+lO .1840 .29 Q V | ( \ ) ]� 9+l5 .1861 .3O p 9+20 .l88l .30 Q V | | 9+25 .l9O2 .30 p 9+30 .l922 .30 Q .� 9+35 . 1943 .30 p V . 9+40 .l964 .30 Q V 9+45 .1985 .30 Q �� 9+50 .20O6 .31 Q Y \ -- 9+55 .2O27 ,31 1� iO+ O lO+ 5 .2048 .2O70 .31 .31 Q p �� iO+lO .209l .31 Q 10+15 .2ll3 .3l V -- 1.0+20 .21.34 .3l Q J 1. 0+25 .2156 .32 Q 1.0+30 .2l78 .32 Q V� 10+35 .220O .32 J� 3 '1.0+40 .2222 .32 Q -- 10+45 .2244 .32 p V | | \ 1.0+50 .2267 .33 Q Y 10+55 .2289 .33 p V ) } | il+ O .23l2 .33 Q ll+ 5 .2335 .33 p V 1.1+10 .2358 .33 O W ll+l5 .238l .33 0 ' V \ | \ 11+20 .2404 .34 Q V 1.1+25 .2427 ~34 Q V 1.1+30 .2451 1.1+35 .2474 .34 Q il+40 .2498 .35 Q .11+45 .2522 .35 p 1.1+50 .2546 .35 Q 11+55 .2571 l2+ 0 .2595 .36 Q }V l2+ 5 .2620 .36 p IV � 12+10 .2643 .34 Q {V \ { | 1 2+15 .2666 .32 p !V l2+2O '-+-' .2686 .JO Q V \ { \ .2�3r .29 � i2+30 .2727 12+35 .2747 .30 p \ V 12+40 .2768 .30 Q \ V 12+45 .27 12+50 .28O9 .3l Q 1 V \ � N� l2+55 . 2831 .3l 0 1 V ) ) \ 1.3+ O .2852 13+ 5 .2874 .32 P I y | | l3+lO . 2O96 .32 g | . 13+15 .29l9 .33 P I V | | \ ' 1.3+20 .2941 .33 Q \ V | l 3+25 .2965 .34 P l3+3O .2988 .34 Q 1.3+35 .3012 1.3+40 .3036 .35 Q l3+45 ~ 306l .36 q . i3+50 .3O86 .36 Q «� �r � le DSKl:TA5l.OUI[74,l] printed on e -89 ll:l0 42 Page ], 1.3+55 .3111 .37 O l4+ O ^ 3l37 .38 14+ 5 .3164 . 38 Q \ 14+10 .3]9] w~ 1.4+15 3 2' ^ 3�47 .4O Q 14+20 .41 P 1.4+25 .3276 .42 Q l4+3O ^ 3305 .43 P V \ i4+35 .3336 . 44 Q i . 1.) 1.4+40 .3367 .45 0 8� m� l4+45 ^ 3399 .46 Q 3.4+50 3432 .48 0 1.4+55 .3466 .49 Q | V 15+ 0 .350l .51 lQ 1.5+ 5 .3537 .53 1g \ V \ \ | 1.5+10 ,3575 .55 Ip ) V \ } \ 1.5+15 . 3614 .57 -- l5+3O 3655 .60 Q i5+25 .3698 15+30 .3742 .63 )p V | | | l5+35 ^- -- . 3785 .64 \Q . U | | \ l5+40 ]8 �0 .J � . 65 / � . � U L5+45 .3878 ' �. l5+5O ^ 393I . 77 |q ! V \ | \ ' 1.5+55 .3996 .94 \ Q i V 16+ 0 . 43.02 1.53 p ' ' V l6+ 5 4347 4.57 g V r^ 3.6+10 .4922 9.35 . � Q ) V } � -- 16+I5 5743 ^ 6428 13.11 `�-----' '~ ' QV ! l6+20 . 9 94 ^ } / Q� V \ l M l6+25 69 4.96 \ 6+3O 1.6+30 6937 ^ 7022 2.44 \ V | | | V ' I 16+35 ' 1.23 Q � | \V 16+40 .7085 .92 \p � � . . |V \ ~~ 1.6+45 .7140 ~80 lo | | | U \ 6+50 .7l79 .56 | .1. 16+55 .72l4 .52 \Q \ i | V | l7+ O .7248 .49 p V V \ i l7+ 5 ^ 7279 . 46 Q | \ m� 17+10 .7 '309 .43 P V � i7+l5 ^ 7338 .4l O i | | V | V \ N� 11 l+3O 7365 .40 p I,'/*? +25 ^ 739l ^ 38 Q 17+30 ^7416 ^ 35 Q V \ -- i7+35 744l 17+40 .7464 . 34 p l7+45 ^ 7487 . 33 Q V � l?+5O 75l0 . . | | - ' - ' l7+55 . 753l . 3l Q V \ . 18+ 0 .7552 .31 Q V 18+ 5 .7573 .30 Q | | | ( m� l8+l0 .7594 , 3l 0 | | � V | � / . i8+l5 '- -- ^ 76l7 .33 Q ' \ | U { � | V \ l8+2O . 764l - . 35 Q \ / . . 00 i8+25 .7665 .35 Q \ | . | | . V . ' l8+30 ^ 7689 .35 Q � | V | / U � l8+35 ' 7713 .35 Q | \ \ } V ( l8+40 ^ 7736 .34 p ! i8+45 .7?59 .34 O \ ! | V } �� ' ncxI^ru�l m|rrr4 �l n r`ntpd oo l8-Seo-89 ll:ll�08 Pa3e ]/ V I � iv I V � o | y | V \ V U � V � V � U � V � V � V � V U C V V U V V V V V U U V � V V V U Y V V V U V V y V v V V V V V V U V| / , 1, / ^'-- �--��'-- - ' N� l8+50 .7782 .33 Q ) � 1.8+55 .7OO5 .33 p 1.9+ O .7828 .33 Q | | l9+ 5 .7850 .32 p \ \ i9+lO ^ 7872 .32 Q \ | 19+15 .7693 . 32 Q | i i 9+2O ~ 7915 .3l Q \ ( 19+25 .7936 .31 Q 1.9+30 .7957 .31 Q | \ 19+35 .7978 .30 Q } | 19+40 .7999 .30 Q � \ -- 19+45 .8019 1.9+50 .8039 .29 Q � \ 19+55 .8059 .29 � | 20+ O .8079 .29 Q | 20+ 5 .809s -` �O+lO . 8ll9 . 28 Q | / 20+15 .8138 20+20 .8158 .28 Q � | K� 20+25 �O+3O .8177 .8l96 _ 20+35 .8215 .27 p l � ww M+40 .8233 . 27 Q 20+45 .8252 .27 P � 30+50 .8270 .27 Q \ 20+55 .8289 .27 n \ 2l+ O .8307 .26 0 \ ' 2l+ 5 .8325 21+10 .8343 21+15 .836l %l+20 .8379 .26 Q � 21+25 .8396 .26 0 � 21+30 .8414 .25 Q | 21+35 .8431 .25 p � w� 21+40 .8449 .25 Q 2l+45 .8466 21+50 .8483 .25 Q l 21+55 .8500 .25 p | 22+ O .85l7 .25 Q | w� 22+ 5 .8534 .25 q l 22+lO . 855l .24 Q � 23+15 .8568 .24 p | 22+20 .8584 .24 Q ) 22+25 .8601 .24 P | ~� 22+3C .8617 .24 Q � ,:..2-+.35 .8634 .24 p � 22+40 .8650 .24 Q \ .8666 .24 A � -- 22+5O .8682 . 23 Q 1 22+55 .8698 .23 Q � 23+ O . 87l4 .23 O � 23+ 5 .8730 .23 p | 23+10 .8746 ' .23 Q 23+15 .8762 .23 0 | 23t2O .8777 .33 Q | 23+25 7 .893 .2 3 Q 23+30 .8808 .2 O { 35 23+ . 8824 ` 23+40 .8O39 Q V I � iv I V � o | y | V \ V U � V � V � U � V � V � V � V U C V V U V V V V V U U V � V V V U Y V V V U V V y V v V V V V V V U V| / , 1, / T A 5 1 f. 7 4 p r i n t ed or, p 31 13 3 r 11 9 11 ' 1 3+45 .8855 Q :.'.3 +50 .8870 . 22 0 23-4-55 .8 5 . 24+ 0 .8900 .22 0 I I I v I " 5 Q .8915 . 24+10 . 8 .17 0 4 +15 .8934 .10 P I I I v 24+20 .8!37 .04 (J I I I v I 24+25 B938 2 4 +30 .8939 .O1 P ,. )4+35 .893 0.00 0 24+40 .8939 0.00 0 v! ++++++++++++++f'++++++++++ •4, + + + + +•4- + + + + ++ + + + + + + + + + + + +•4 + + + + + + + + + + + + + + +.4• ++ + + +•4 r 11 9 11 li HYDROLOGY STUDY FOR TRACT 13597 UNDER EXISTING C014DITIONS UNIT HYDROGRAPH FOR 25 YEAR STORM, 24 HOUR |� 0SKl:TA6l.0||T [ p't rot. p d nn i8-9ca 1. 1. :i7:28 q i ` +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + ++ + 3an Bernardino County Unzt 1--lydro1o9y Method Manual Date - August l986 � Copyright ,c) CivilCadd/CivilDesign, 1988 m� Study i�ate 9-18-1 �' . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++ pBOJECT TIT L E HEADING: +++++++++++++++++++++++++++++++++++++++++ UNIT HYDROGBApH FOR TRACT 13597. WITH EXISTING CONDITIONS 25 YEAR STORM CALCULATED USING 10 YEAR BAINFAIl. CITY OF EONTANA, COUNTY OF SAN BEBNARDlNO +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++-++++++++++++++++++++++++++++++++++++++++++++++ WR RAINFALL DATA FOR YEAR 25 34 5.50 -----------------------_- ----------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ --_-_-------- The 24 hour raintall fzgure used to calcu1atp UNIT-HYDBOGBApH �he soil loss rates Fm and Yb = 5.500 (riches Formulas used: Y = (P24-Ia) ~2 / (924-Ia+S)P24 vhere S = 100O/9CS(CN) - lO ANALYS]S Yb = l - Y(area averaged` ,, �p = 1 - Y ; snd Em = AP A Fp AAAAAAAA AREA-AVERAGED MAX LOSS BATE, FM AAAAAAAA STOBM �M A�SA ARSA �� AP NO.(AMCII) NO.(AMC2> (ACRES) FRACTION (IN/HR) (DEC.) (IN/HR) 50.0 50.0 25YSAB 1. .000 .835 1.000 .835 Area-Averaged Adjusted Loss Bate EM (IN/HB)= .835 low ANTECEDENT MOISTURE CONDITION = 2 OR ++++++++++++++++++ ... +++++++++++++++++++++++++++++++++++++++++++++++++++++++ Area Averaged Rainf all Intensity Isohyetal Data: � Sub-Hrea Duration Intensity (Acres.'! (Hours) ' (lnche�) h' RAINFALL DATA FOR YEAR 25 6.O8 i 1.00 Q� --------------------------------------------------------------------------' RAINFALL DATA FOR YEAR 25 6.08 6 2.63 -----------_--------------------------------__----------------------------- RAINFALL DATA FOR YEAR 25 34 5.50 -----------------------_- ----------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ --_-_-------- The 24 hour raintall fzgure used to calcu1atp �he soil loss rates Fm and Yb = 5.500 (riches Formulas used: Y = (P24-Ia) ~2 / (924-Ia+S)P24 vhere S = 100O/9CS(CN) - lO Yb = l - Y(area averaged` ,, �p = 1 - Y ; snd Em = AP A Fp AAAAAAAA AREA-AVERAGED MAX LOSS BATE, FM AAAAAAAA �M SCS CUBVS SCS CUBVS A�SA ARSA �� AP NO.(AMCII) NO.(AMC2> (ACRES) FRACTION (IN/HR) (DEC.) (IN/HR) 50.0 50.0 6.0O 1. .000 .835 1.000 .835 Area-Averaged Adjusted Loss Bate EM (IN/HB)= .835 low /w 1e DSKl:TA ABEA (ACRES) m� 6.O8 61.0UT1'_74.iJ pr on AREA-AVERAGED LOW 1,059 AREA SCS CN FBACT (AMC2) l.O0O 5O.O 18-Sep-89 [1:17:43 Page 2 BATS FRACTION, YBAAAAAAAAA SCS CN S PERVIOUS (AMC2) YIELD FR 50.0 10.00 ~165 Area-Averaged Catchment Yield Fraction. Area-Averaged Low Loss Fraction, Yb = .835 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ User entry o� time o� concentration (Hours) Watershed Area = = .253 6 . 000 Ac ` p "LAG" �ime 203 Hours U � LAG � = . 0� nit Hydrograph Iime Unit = 5.00O Minutes Unit Interval Percentage O� �ag l4O Hydr Time = 4l. =` ograph Base�low = . 0OO (C�S / x m Watershed Loss Rate(FM) ( I Maimun/Hr 835 ) = . �ow Lass Rate percentage(Yb) (Decimal) = . 8 35 Valley Developed S-Graph Selected Computed peak 5-M ute Ba - ininf al l (lnches `= .37O Computed Peak 3O-Mi nute Rainfal l ( Inches 758 Specified Peak O0O Computed peak 3-Hour 1-Hour Bainlall(lnches l. )= . )= Bain�a1l(Inches)= l.8O9 Spec m� i�i ed peak 6-Hour Pa i n�al ] ( Inches) = 2.63O Speci�ied Peak 24-Hour Bain�all( Inches 5.5O0 � Rainfall Depth Area Reduction ractors: Using a TOTAL Area of 6.O8 Acres (Ref: Fig. S-4) 5-Minute Factor = 1.000 Adjusted Rainfall = .37O ' 3O-Minute Eactor = 1.000 Adjusted Rainfall = .758 N� l-Hour Factor = 1.000 Adjusted Rainfall = l.00O - 3.4-lour Factor = 1.000 Ad Rainfall = l.809 w� 6-Hour Factor = 1.000 Adjusted Rainfall = 2.630 �1 0� 34-Hour Factor = l.00O Adj'isted Rainfall = 5.500 ++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UN[T HYDROGRAPH U� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Uri Hydrograph Determination TNTEBVAL "S" GRAPH UNIT HYDBOGBAPH NUMBER MEAN. ..'VALUES OBDINATCS(CES) --------------------------------------------------------------------------- 2 �O.652 l2.8412.841. 3 52.103 23.l26 4 79.R03 %O.368 92.l32 9.O66 6 97.l77 3.7l0 7 98.6l3 l.056 8 99.354 .544 9 . ' lOO 000 475 . +++++++++++++++*+++ + +++++++++++++++++++++++++++++++++++++++++++++++++++++++ 8� +++++++++++++++^+++++++++++++++++++++++++++++++++++++++++++++++++++++++++^+ ` PEAK UNIT ADJUSTED MASS RAINFALL UNIT RAINFALL -- User entry � time o� concentration (Hours) = .253 ateshe� Area = 6000 Ac`� "LAG" ime = .203 Hours 0� Unit Hydgaph Tim Unit = 5.00O Minutes Unit lnterva Percentage O� �ag ime = 4ll4O =` ydrograph Bae�low = .0OO�S Maximum Watershed �o Rate�M (n/Hr) = .835 �ow �oss Rate pecentageYb (Decmal) = .835 alIey eve1oped S-Graph Selected Com�uted peak 5-Minute Bainalnche`= .37O Computed Peak 3O-Minute ainfalInches)= .758 peci�ied Peak -Hour Bainlallnche)= O0O Computed peak 3-Hour Bain�a1Inches= 8O9 m� �eci�i peak 6-Hour Ba�alnche = 2.63O __ peci�ied Peak 24-Hour Bain�al(che>= 5.5O0 , le DSKl:TA6l.OUTL74,l] printed on 18-Sep-89 11:18:02 Page � w� NUMBER (INCHES) (INCHES) ] .37 .37 �� 3 .57 .09 � .64 .O7 5 .70 .06 Xj 6 .7 6 7 .8] .O5 8 .85 .04 ' 9 . 89 .O4 LO .93 .04 � l] .9r .0il i2 1.00 .03 D� 13 1.04 .04 l* i.09 .04 15 1 .l3 .04 ` i6 l.l7 .04 17 1.21 .04 LEI 1.24 .04 19 1.28 .O4 20 L.32 .04 2 l.35 .04 32 i .3') .03 � 23 l.42 .O3 24 1.45 .03 25 l.49 .0'i 26 1.52 .03 27 1.55 .O3 28 1.58 . .03 29 }.6l .03 30 i .64 .O3 31 1.67 .O3 mm 32 1.70 .03 33 1.73 .03 34 1.75 .03 35 1.78 .O3 36 1.81 .03 m� 37 1.84 .03 38 1.86 .03 39 1.89 .O3 �O i'92 -03 -- 4] l 94 ^ ^ 0 3 42 i.97 .O3 @� 43 l.99 .O3 44 2.02 .03 45 2.04 .02 46 2.07 .02 47 2.09 .02 48 %.11 .02 49 2.14 .02 50 2.16 .02 5 2.18 .02 52 53 2.21 2.23 . 02 .02 0� 5-1 2.25 .02 ' 55 2.27 . 02 56 2.30 102 57 2.32 ^ 'O� 58 2.34 .02 �w m� 0 ' i le DSK1 :TA6l.OUT[74,lJ prznted on l8-Sep-89 ]]:l8:2O Page 4 m� 59 %.36 .02 60 2.38 .02 6l 2.4O .03 �� 62 2.43 .O2 63 Q.45 . O2 . �� *^ 64 2.47 .0 2 � |� 65 �� 66 2.51 67 2.53 .02 68 2.55 .O2 0� 69 3.57 .02 70 2.59 .O% 7l 2.61 .0 2 72 2.63 .02 73 2.65 .02 74 2.6 75 2.69 .02 m� 76 2.7] .02 77 3.73 .02 y� 78 2.74 .02 u 7g 2.76 .0 2 80 3.78 .0 2 82 2.82 .02 83 %.84 .02 84 2.85 .02 85 3.87 .O2 mi 86 87 3.9l .O2 88 2.93 89 3.94 .02 9O 2.96 .O% 9l 3.98 .02 92 3.. 00 .02 93 3.01 .02 94 3.03 .O% 95 3~O5 .02 m� 96 3.07 .0 2 97 3.08 .0 2 OR 98 3.1.0 .0 3 ' 99 3.12 .0 2 3.00 3.13 .02 101 3.15 .02 1.02 3.17 .02 103 3.l8 .02 104 3.2O .02 1.05 3.21 .02 1. 06 3.23 .02 lO7 3.25 .O2 l08 3.26 .02 1. OF) 3.28 .0 2 llO 3.30 .02 lll 3.31 .02 11.2 3.33 .02 113 3.34 .O2 114 3.36 .O2 115 3.37 .02 ll6 3.39 ` .O% 117 3.41 .02 � ' le DSKl IA6].OUT [74 prznted on l8-Sey-89 N� 1l8 3.42 .O2 ll9 3.44 12 3.45 .02 3.21 3.47 .O2 1. 22 3.48 .02 l2 3.5O .O2 � 1. 24 3.51 .02 1. 25 3.53 .O� l26 3.54 .Ol 127 3.56 .O| 128 3.57 .Ol 129 3.59 .O| 1.30 3.60 � 133 3.62 .00 l32 3.63 .Ol l33 3.65 .Oi 1.34 3.66 135 3.6r .0] 1.36 3.69 .01. 3.37 3.70 .0] 1.38 3.72 .Ol 1.39 3.73 .O] i40 3.75 ,O1 { 1.41, 3.76 .O] �w i43 3.78 .Ol l43 3.79 .O] l44 3.8 Ol l45 3.8� .0] . 1. 46 3.83 .0l ' l47 3. 85 . O] i48 . 3 86 .Ol 149 3.87 .0] 1. 5O 1.51 3.9 O] i52 3.91 .Ol 1.53 3.9J .O] i 1. 54 3.94 .Ol 155 3.9c .O] 1.56 3.97 .01 1 57 3.98 .O] l58 4.00 .Ol l59 4'01 .O] 1. 60 4.O2 .Ol l� 1.6] 4.04 .0! 1. 62 4.05 163 4.06 .0] I 64 4.O8 .0l m� l65 4.O9 .O] i66 4.I0 .Ol 167 4.l3 .0] ]� l68 4.l3 .0l 4.14 . O] ' i7O 4.15 I71 4.l? .O! l72 4.13 ,0l l73 . 4 l9 , 0| 1 4 '71 .Ol J� l75 4.22 '(�) 1. 76 4.23 ` �� � � le DSKl:IA6l.OUTL74,]] prznteJ o p-B9 ll:l8 53 l77 4'24 .0l � l78 4.26 .O] i79 4'%7 .0i � l80 4.28 iGl 4.30 i 1.82 4.31 .0] -~ 1. 83 4.32 1.84 4.33 .0J 1.85 4.35 .0l l86 4.36 .o1 1. 87 4.37 .Ol -- l88 4.38 .O] l89 4.40 .01, 3.90 4.41 . 0] 4.42 .01 1. 92 4.A3 1.93 4.44 .01. 1.94 4.46 .()] L 95 4.47 .01 1.961 4'48 .0] 1. 97 4.49 -- 3.98 4 . 5 . O] i99 4.52 .O1 � 2O0 4.53 .0] %Ol 4.54 .01. 202 4.55 .O| 203 4.57 .01. ' 204 4.58 305 4.59 .Ol 206 4.60 207 4.6l .01 208 4.63 309 4.64 .Ol *� 210 4.65 .O] 4.66 .Ol 212 4.67 .0| 4.68 .Ol ^ 214 4.7O .O| - 2l5 4.71 .Ol ~~ 2l6 4.72 .o} 3l7 4.73 .Ol W � 2l8 4.74 O] ' 2l9 4.75 .0I 220 4.77 .0] 22l 4.78 .0l 222 4.79 323 224 4.80 4 . 8] .0l . 0| 325 4.82 .0l 226 4.83 .O] l� 227 4.85 228 4.86 .O | 229 4.87 .01 230 A.88 .0] 231. 4.O9 .01. 232 4.90 .O] 233 4.9l J� 234 A.92 .0] 235 4.94 .Oi �w YJ le D SKI :TA6l~UUTi74,l] prznted on l8-Gep-89 11:19:11 4.95 .0l 237 4.96 .O] 238 4.97 J0 239 4.98 .0] w� 340 4.99 24} 5.00 - Z42 5.01 243 5.02 ~0� 244 5.04 .01. m� 245 5.O5 .O] *� 246 5.01 .0l 247 5.07 .O] 248 5.03 .01 249 5.09 .0] 350 5.10 .Ol 25l 5.11 .0] 252 5.l2 .0l 253 5. l3 .O] 354 5.l4 ,ii 255 5.l6 .O| �U 256 257 5' 18 .O] w� 258 5. l9 .0 259 5.2 O] 260 5.2l .01. 261 5.22 .O1 w� 262 5.23 .Ol - 26 3 5.34 .01 ' 264 5.25 .01 w� 265 5.26 .0] 266 5.27 .0 1 267 5.28 .0] 268 5.29 .Ol 269 5.30 .0} %70 5.31 ,0l 271 5.32 m� %72 5 .34 .0l 273 5.35 .Ol 2 74 5.36 .Ol 275 5.37 .o] 276 5.38 .01. 0� 277 5.39 .O| J78 5.40 .01 279 5.41 .01 ~ 380 5.42 .01. 281 5.43 .O] 282 5.44 .01 283 5.45 .O] 284 5.46 .Ol 285 5.47 .O] 286 5.48 .Ol m� 287 5.49 .0} 288 5.50 .Ol +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UNIT UNIT UN IT EFFECTIVE ' PERIOD RAINFALL, SOIL-LOSS RAINFALL �� 'NUMBER) (INCHES (INCHES) (INCHES) ----------------_-----_-_--------_----_-----------------_----------------_ | .0 10 2 .0085 .0 01 7 �m N� � '.':11e DSKl.TAG1.OUTC.74,11 printed on 18- Sep -89 11:19:2' :1 .0102 .0085 L .w e 3 .0102 .0085 4 .01.02 .0005 5 .010:3 .0081-1 6 .0103 .0086 7 .010.? .0086 ►3 .0103 .0086 9 .0104 .00$7 1.0 .0104 .0087 11 .0104 .0087 I.': .01.04 .0087 13 .01.05 .0088 14 .0105 .0088 1.5 .0105 .0088 16 .0106 .0083 17 .0106 .0088 13 .0106 .0089 1 9 .0107 .0089 ?0 .0107 .0089 11, .01.07 .0080 .0090 23 .0108 .005 24 .01013 .0090 25 .0108 .0090 2G .0103 .009:1 27 .0109 .0091 °38 .0109 .0091 2 9 .0110 .0091 ;30 Ol 1 �) .0092 31 .0110 .0092 ;:32 .0110 ,10092 33 .0111 .009:3 :3 `l .0111. . 009:3 35 .0111 .009 36 .0112 .0093 37 .0112 .0094 :38 .01.12 .0094 35, .0113 .0094 40 .0113 .0094 41 .01.1.3 .0095 f12 .0114 .0095 43 .0114 .00:15 44 .0114 .1 4 5 .0115 .0096 4G .01.15 .009G 47 .0116 .0097 48 .011E .0097 49 .0116 .0097 50 .0117 .0097 51 .0117 .0098 "i2 .0117 .00931 53 .0113 .0098 '..;4 .0118 .0099 55 .01.1.9 .0099 5G .011` .0099 57 .01:. .0100 ,3 .0120 .0100 Sri .01 20 .0101 60 .01 .0101 P ::a I .0017 .071 7 .0017 rJ is :1 . . () 01. .0017 .0()7.'. .00:1': .0017 . 0 ()1 '., . 001'7 .0011:; IS .0C1�.: .001.3 .001.1: .001.0 . 0 01.1:: .00113 . 0 () 1. .001.3 .001.`:% .001.8 . O ()]. 1 .) .001.3 . 0 () :1.1:) . 0011:3 . 0 01.1:3 .00113 . ()011:3 .001.9 .001`:.+ .0019 » 001 9 .0019 . 0 () 1. C.) .001.9 .0011 , :) ,.001 .001. .001' ") 0 .0017 .()01. .0019 . 002'o .0020., 00:1!) .00 . O0.M o .0020 .0020 «a T' I DSf'.1.:'1'AUI OUT 7' ,, I J pr irite or, 1L `-;c-.P_89 1. :1 � .19:50 to 1. ,01.21. .0101 tJ Pit �i Fl t� 6 :s {:13 64 5 (:) 6 67 G3 70 '71 7 � 74 ' 76 -77 78 80 81 33 84 85 86 $ 37 88 B9 90 91. 92 93 94 95 sl 6 97 91.E 99 100 1.01 102 1.03 1.04 1.05 1O6 1.0 7 108+ 1.1)7 1.10 111 112 1.1.3 11.4 1.15 116 1..1.7 118 L19 ,0122 .01 .0122 01::x3 .0123 .01.24 .0124 . 0125 .01215 .0126 .01.( .0127 .012" .0123 .01. 1B .0121 1) .0129 01-'3 O .01.30 . .01.3:1 . .01.33 .01 .0.1.34 .011�� C .0136 .01.30 .x)137 .01.37 .0133 .013:! .013`? .0140 .0141 .0141 .0142 .01.43 .0144 .0144 .0145 .0146 .01.47 .0147 .01.43 .0149 .0150 .0150 .01.52 .0154, .0153 .0154 .01.55 .01.56 .0 L57 .01.58 .0159 .0101 „0.102 .010: 0 103 .010 i .0103 .0104 .0104 .0105 .0105 .0105 .010IS .0106 .rJ107 .0107 ,0108 .O1Oti .0103 .0109 .01.09 .0110 .0110 .0111 .0111 .01.12 �6 ,0112 .0113 .0113 .0114 .0114 .0115 ,0}11. 5 .011G .0116 .0117 .0113 .011B .011`. .0119 .0110 .01:. .0121 .01:. .0122 .0123 .0124 .0124 .01'25 .01'x6 .0127 .01:.7 .0128 .0129 .0130 .0130! .0.131 .0131 .01:33 .0020 0 .C.iO:i 1 020 00"3c� .t .0020 00 31. 0 0I' l 002:1. .00A3:1 0 211 Ci () :_, :I . 0021. . () 0'21. .0021. .002:1. . 002:3 .0022 .0Our, .0022 .0022 ,0022 .0022 .0022 . 002 ,0() 2 `' .�a023 . 002;: .00; ' O O :., .. 002;1 002 .0023 ,00''3 () 012 •c1 0 0 j'4 .0024 .0024 .0024 .0024 0024 . 0 0 ::t ;:I .002 .0O'C')5 00; p 0 0 2'. - J .002 .0022 002(:) . 0 02 (.:. .002(:) 002 0 0 2 (:1 f�1' le I�SK1:TAG1.OUTI'74 printed on 1.8- Sep -89 11:20:1:' i ' 120 .0160 .0133 eww 0 E] F 121 .016). .0135 122 .0162 .0135 :1.2? .016 .0136. 1.24 .0164 .013" 125 .0166 .0138 126 .01GG .0139 127 .03.68 .0140 128 .0169 .0141. 19 .0170 .014 "' 1.30 .01.71 .014:3 131 .017? .0144 132 .0174 .014 1.33 .03.76 .0147 L34 .0177 .01.47 135 .0178 .0149 1.:36 .0179 .0150 137 .0183 .0151 1.3 8 , 0.182 .015' 139 .018 5 .0154 V 1.40 .0131, .0155 141 .018 .0157 .1.42 .0189 .0153 :1.43 .0'191 .0160 144 .0193 .0161 145 .0198 .016" 146 .0199 .01GG 147 .0202 .0168 1.48 .0203 .0170 149 .0206 .0172 1.50 .0 ?07 .0173 151 .0210 .0176 I.', .0177 153 .0215 .0180 154 .0 .0181 155 .0; ?,::C .0184 156 .0222 .018x; 157 .0'26 .0189 1.58 . ( ?2' 3 .0190 15S .02:33 . 0194 1.60 , 0 3.4 .0196 161 .0:'39 .0199 162 .02)41 .0201 163 .0246 .0205 164 .02 .0208 165 .0254 .02121 1.66 .02157 .0215 167 .0263 .0220 1.68 .02166 .0222 169 .0 .022E 170 .0277 .0231 171 .0284 .0237 L'1 .0239 .0241 173 .0297 .024E; U.*? .0302 .0252 1'7 5 .0312 .0261 I 7 .031. 3 .026G 177 .0330 .0276 1.78 .0337 .0281 . 0026 „0( ?27 .0027 . 00 ?7 .0027 .00:.,. . 002;? .00'28 002;3 .00'.:8 .0028 .002:) 0'. - . 0021 .0029 .002:) .0030 . () () 3' ) .0030 .0030 .0031 . 0 . 0 . 003... :, .0032 . 003;:3 .0033 . 003 .0034 . ()03 14. .0034 . O 0 1:3 ;':; .0035 .0036 .0036 .00;36 .0037 . 0 0 ;:? .0031 . ()()3t' .003`3 .003`r .0040 .004'1 .004.E .004? 0042 .004:? 004. .0()4;3 .004(:) .0041 .0048 .001` .045() .005' .005x± .0056 i� Ir le �l Hr DSKl:IA6l.UUT[74 printed on 18-Sep-89 11:20:36 Page l| L 79 .0352 .0294 .0058 180 .0360 .0300 .0059 Al. .0378 .034) .0062 182 .0389 .0324 .0064 183 .0412 .0344 .0068 184 .0426 .0356 .007O 185 .0342 .0286 .0056 186 .0361 .0302 .006b 187 .0410 .0342 .0068 188 .0442 .0369 .0073 189 .0533 .0445 .0088 190 .0601 .0502 .0099 191 .0860 .0696 .0164 192 .1182 .O696 .0486 193 .3700 .0696 .3004 194 .0700 .0585 .0116 195 .0433 .0402 .0079 KC-) .0384 .0320 .0063 197 .0442 .0369 .0073 198 .0400 .0334 .0066 199 .0369 .0308 .0061. 200 .0344 .0287 .0057 201. .0324 .0270 .0053 202 .030 .0256 .0051, 203 .0293 .0245 .0048 204 .0280 .0234 .0046 205 .0270 .0225 .O044 206 .0260 .0217 .O043 207 .0251 ' .0210 .0041. 208 .0244 .020- .0040 209 .0236 .0197 .0039 210 .0230 .0192 .0038 211 .0224 .0187 .0037 212 .0219 .0183 .0036 313 .0214 .0178 .0035 214 .0209 .0174 .0031 315 .0304 .0171 .0034 216 .0300 .0167 .0033 217 .0194 .0162 .0032 218 .0190 .0159 .0031 219 .0187 .0156 .0031 220 .0183 .0153 .003O 221. .OlBO .0151 .0030 222 .0177 .0148 .0029 223 .0175 .0146 .0029 224 .0172 .0144 .0028 225 .0170 .0142 � .0028 226 .0167 .0140 � .0038 227 .Ol65 .0138 .0027 228 .0163 .0136 .0027 229 .0160 .0134 .0026 230 .0158 .0132 .0026 231 .0156 .0131 .0026 232 .0155 .0129 .0026 233 .0153 .0128 .0025 234 .0151 .0126 .0025 335 .0149 .0125 .0025 236 .0148 .0123 .0024 237 .0146 .0122 .0024 m� >`' 1�ile OR mw w� ' DSKl:TA6l.0UI[74,1] printed on 18-Sep-89 11-:20:58 pa3e l] %38 .0145 .0121 .0 0 24 239 .0143 .Ol2O .0024 %4O .0142 .0118 .0023 241 .0I40 .01.17 .O023 342 .0139 .0116 .O023 243 .0138 .0115 .O O23 344 .0136 .0114 .0023 245 .0135 .0113 .0022 246 .0134 .0112 .0022 247 .0133 .0111 .0022 248 .01.32 .0110 .0022 249 .0131 .0109 ~0022 350 .01.30 .OlOH .0021 251 .0 1 28 .01O7 252 .O127 .0106 .0 0 21. 253 .0126 .0106 .00%l Z54 .0125 .0105 .00 21. 255 .0l25 .0104 .002l 356 .0124 .0103 .0020 257 .0123 .0102 .0020 258 .0l23 .0102 .0020 259 .012l .0101 .0020 260 .0120 .OlOO .0020 261 .0119 .0100 .0020 %62 .0 11. 8 .0099 .002O 263 .0118 .0098 .00l9 364 .0117 .0098 .001.9 265 .0116 .0097 .00l9 266 .0115 ' .0096 .0019 367 .0115 .0096 .00 1 9 268 .0114 .0095 .001.9 269 .0113 .0095 .0 0 1. 9 4.170 .01I3 .0094 .0019 271. .0 112 .0093 .0018 272 .0111 .0093 .0018 273 .0111 .0O92 .00l8 374 .011O .0093 .0018 275 .0109 .009) .0018 276 .01.09 .0091 .0018 277 .0108 .0090 .0018 278 .01.07 .0090 .0018 279 .0107 .0089 ~ .0018 280 .0106 .0089 .0018 281 .01.06 .0088 .003.7 282 .01.05 .0088 .0017 283 .0105 .0087 .0 0 1. 7 %84 .0104 .0087 .O0l7 285 .0104 .0086 .O0 1.7 386 .0103 .0086 .001"" 287 .0103 .0086 .001 7 288 .0102 .0085 .0017 'TOTAL SOIL RAIN LOSS (IN) = 4.32 TOTAL EFFECTIVE RUNOFF (IN) = ].l8 TOTAL SOIL-LOSS VOLUMG(ACBE-FEET) = 2.189. TOTAL STORM RUNOFF VOLUME(ACBS-FEET) = .5966 �� ------_--------_-_--------------------------------_-_---_---_----_-------- mm /~ f :ile 0SKl: TAG l. OUT [74.1] p,znted on 18-Sep-89 11:21 :3 9age l3 +++++++++++++++++++++++++4+++++++++++�+++++++++++++++++++++++++++++++++++� in �� �� '� /'' 24-HOUR STORM � RUNOFF HYDROGPAPH ++++++++++++++++++++++++++++++++++++++++++++++4+++++.++++++++++++++++++++++ ww Hydrograph zn 5. -minutp intervals(CF�) dv . --------------------------------------------------------------------------- Time(H+M) Volume(AF' Q(CFS) O. 2.5 5.0 7.5 l0.0 -------------------------------_-----_-----_------------------------------- 0+ 5 0.0000 0.00 w� U+l0 .0OO2 .03 Q 0+15 .0006 0+20 .0013 0+25 .0O2] O 0+30 .0029 . l2 Q � 0+35 .0038 .l2 p 0+40 .0046 .1� 0+45 .0O55 .l3 U | } | 0+50 . OO64 . . . O+55 .0O72 l+ O .CIO 8l . 13 Q � ( l+ 5 .0090 .13 1+lO .0098 .13 1+15 .0107 .13 p n� l+2O .0116 .13 Q � 1+25 .0l25 . 13 1+30 .0133 .l] Q w� l+35 .0l42 ~13 p ~^ 1+40 .0l51 .13 1.1V w� l+45 1. +50 .0l69 .13 !IV 1+55 .0 178 2+ O 13 QV � 2+ 5 .0l96 .l3 w� 2+l0 .0205 . 13 QV � 2+l5 ,C 2l4 . 1. 3 2+20 .O223 .13 QV w� 2+25 .0232 . l3 QV b� 3+30 .C'24l . l3 0Y | \ | \ 2+35 .025O A3 q« 2+40 .0259 .13 QV 2+45 .O269 .13 QV 3+50 .0278 .13 QV 3+55 .0387 .l3 QV 3+ O .0296 .l3 OV \ \ | 3+ 5 0306 . l3 Q V 3+l0 .03l5 .14 Q V 3+15 .0324 .14 Q V | | | 3+2O .0334 .i4 Q V N� 3+25 .0343 .14 p 3+30 .0352 .14 Q V | � 3+35 .0362 .14 g V | | | | 3+4O .�37l 3+45 .0381 .14 Q V 3+50 .039O .lA Q V W� 3+55 . 04OO . l4 A ; . 4+ O .04lO .14 Q V in �� �� '� /'' File DSKl:TA6l.OUT[74'l] printed on 18-Sep-89 11 :21 :46 | � � p � �� ) c 3 4+ 5 .0419 .14 O V � \ 4+10 .OA29 .l4 0 o \ � 4 4+15 .0439 .14 O V ( � 4+20 .0448 .14 0 4+25 .0458 .14 Q V � ( 4+30 .0468 .]4 0 V | � m� � 4+35 . 0478 . l4 g V | � 4+40 .0488 .14 0 V 4+45 .0498 .14 Q Y | | w� 4+50 .0507 .I4 0 Y � | 4+55 . 05l7 . l 4 5+ O .0527 .15 V 5+ 5 .0537 .15 Q 5+10 .0548 5+15 .0558 .1.5 Q V � \ 5+20 .0568 .15 w� 5+25 .0578 .1.5 0 V | \ 5+30 .0588 5+35 .D598 .15 Q p� 5+40 .O609 . 15 p o � ` ~~ 5+45 .0619 .1.5 0 V � ! 5+50 .0629 .15 P V | � 5+55 .0)640 .15 Q 1) | 6+ O .O65O .l5 P mw 6+ 5 .O661 .i5 g Y � | 6+10 .0671 .l5 Q V w° 6+15 .O682 .15 O V � \ 6+2O .0692 .l5 6+25 .0703 .15 A V 6+30 .0714 . l6 P V ) � 6+35 .0724 .l6 Q V � ! 6+40 .0735 .1.6 6+45 .0746 .l6 0 V | \ 6+50 .O757 .l6 P N� 6+55 .0768 . l6 O 7+ 0 .0779 .1.6 w� 7+ 5 .0790 .16 O Y \ \ �= 7+10 .080l .l6 P y 7+15 .081.2 .i6 Q V ( | WR 7+20 .0823 .l6 P � 7+25 . O834 . l6 O V l . 7+30 .0846 .l6 Q 7+35 .0857 .16 Q 7+40 .0868 .l6 ?+45 .O880 7+50 .0891 7+55 .0903 .1� Q V \ � �� �� 8+ 0 .0914 8+ 5 .O926 8+lO .0937 .l7 q V [ �� �� 8+l5 .0949 . 17 Q °� 8+2O . O96l ~ l7 0 V | | . 8+25 .0973 .17 0 V 8+30 .0985 8+35 .0997 .17 Q V \ � +40 .1009 .1 7 0 V \ | 8+45 .lO2l .18 g 8+5O . lO33 . lS P Y | | . 8+55 .1045 .i8 O Y l , � | � � p � �� ) | � \ ilc-.. DSK] :TAG l. OUT [74,l] printed on 18-Sep-89 ll:22:09 m� 9+ O .1057 .18 9+ 5 .1. 070 .l8 9+10 .lO82 .18 0 9+l5 .l094 9+20 .11. O7 .1.8 0 9+25 .1120 .18 p 9+30 .1132 .l8 Q V 9+35 .1145 .19 Q V ' 9+4O .i9 g V 9+45 .1158 .1171 .19 p 9+5O .1184 .l9 Q V | 9+55 .1197 .19 p lO+ O .12I0 .l9 A lO+ 5 .l223 .19 -- 10+10 . l237 .19 Q V w� 10+15 .l25O . l9 k ^ l0+2O . l263 .2O Q . ~~ 10+35 .1277 .2O P 10+30 ~I291 w� 10+35 .1304 1.0+40 .1318 1.0+45 .1332 �w 10+50 .I346 .2O 0 |' lO+55 .l36l .2l P No l+ O 1.1+ .1375 . 2l 9 ll+ 5 .1389 .2l U V � |l+lO .1404 .2l Q 60 .1.1+15 . l 4l8 . 2] p . VI | | ( 11+20 .1433 m" 11 +25 .1448 k W� 1.1.+30 .1463 .22 Q 11+35 .1478 w� 11+40 .1493 � 11+45 .1508 11+50 .1524 .J2 Q V \ 1.1+55 .l539 .23 P V \ \ | �w � i2+ O . l555 . ]3 12+ 5 .1571 .%3 p V 1.2+10 .1587 .23 A w� 1. 2+15 .1603 .34 P V \ | | �. 12+20 .l620 .24 Q V l2+25 .1637 .24 Q 1. 2+30 12+35 .1653 .l670 .25 .25 Q 0 \V | { } ~~ 1.2+40 .1688 .]5 12+45 .1705 .25 >p IV 12+50 .1723 .26 |Q l2+55 .1741 1.3+ O .1759 .26 \Q l3+ 5 .1777 .27 10 Q� l3+lO .l795 .27 \0 . 13+15 .1.814 .27 |P 1.3+20 .1833 .28 IQ V l3+25 .1853 .28 |p N� 1.3+30 .1872 .23 \Q 13+35 .1892 V 13+40 .1912 .29 |Q l3+45 .1932 .30 1Q l3+5O .1953 .30- |Q | � \ le DSKl TA6l.OUT[74,l] prznted on l8-Sep-89 ll 22:34 1.3+55 .l974 .30 |Q I4+ O .1995 .31 p V | i 1.4+ 5 20 1" .32 1 1 l� l 4+10 . 2O39 . 32 |� \ V . 14+15 .206l .33 In V 14+30 .2084 V l4+25 .2lO8 .34 |g V w� 14+30 . lo v 14+35 .3156 .36 (Q V 1.4+40 .2l8l .36 10 V 1.4+45 .2207 .37 ' g V | ! | .2233 .38 P V 1.4+55 .2260 , 39 1 / 1.5+ O .2288 .4O |p m� l5+ 5 .23l7 .42 |O 15+10 .2346 .43 -` l5+15 .2377 .45 |Q ~~ l5 +2O .24O9 ~47 | Q � l5+25 .2443 .48 |Q { 1.5+30 .2476 .48 �i -- i5+35 .2508 .46 O \ 15+40 .2539 .46 1P \ w� 1.5+45 .2572 .48 Q V | /. 15+50 .2609 .53 1 \ im i5+55 .2651 .6l \ Q I 16+ 0 .2709 .84 Q V | 7 l6+ 5 .2849 3.O3 ' 16+10 .3226 5.48 1.6+15 .3798 9.31 u A l6+20 .4282 7.02 � I6+25 . 4530 3.45 � | Q � V ( 16+30 .4637 1.70 p IV 1.6+35 .4696 .86 A � \ \V � w� 16+40 . 4743 .68 IV | m� 1.6+45 .4785 .6l Q V 16+50 .4815 .44 P | � � � V ( R L6+55 .4843 .41 IQ 17+ O .4870 .39 1 p V -- 17+ 5 .4895 .37 Q | \ \ V � l7+10 .49l9 ^35 V \ G� l+ 7l5 . 4942 .34 �� . . . V 1.7 .4965 y � l7+25 .4986 .31. Q 17+30 .5007 .30 114 ^ V i7+35 .5027 17+40 .5047 1.7+45 .5066 l7+50 . 5084 . 2r \p \ � | V | 17+55 .5102 18+ 0 .51.20 i8+ 5 .5l37 .25 (0 \ | | V | 18+10 .5l54 .25 Q | | | V \ 1.8f15 .517 .24 Q V 18+20 .5l87 .23 P V { V | 1.8+25 .52O3 .23 Q ! | | 18+30 .5218 .23 Q y | 18+35 .5233 i� 18+40 . 5248 . 22 P . 18+45 .5263 ` 8 J vw \ � le DSKl:TA61.OUI[74,1� prznted on 1.8-Sep-89 1.1:23:01 \ V | 18+50 .5278 .21 Q | \ 18+55 .5292 .21. q o \ 1.9+ O .5306 .20 Q J0 l9+ 5 .5320 .2 0 P -- 1.9+10 .5334 .20 Q V 1.9+15 .5347 .2 p V � 1.9+20 .5360 .19 Q 19+25 .5374 .19 p ' V � 1. .5387 .l9 Q 19+35 .5399 .l9 p ) � � V � 19+40 .5412 .18 Q y l ~~ 19+45 .5425 .18 p 1.9+50 .5437 .18 Q � 19+55 .5449 .18 Q V � m� 30+ O .5462 .119 V � 20+ 5 .5474 .l7 P � � } V \ 20 +10 .5485 .17 Y 'm 20+15 .5497 . l7 P Z0+20 .5509 .17 Q m� 20+25 .5521 ~17 p \ ( | U | �w -- + 2O 3O ^ 5532 ^ l7 ' 20+35 .5543 . l6 p V p� 30+40 .5555 . 16 Q | | \ � | 20+45 .5566 .l6 0 20 +5O .5577 .l6 20+55 .5588 .16 0 V 31+ O .5599 . l6 Q -- 2l+ 5 .56O9 .l6 p 1 1 | V � 21+10 .5620 .16 2l+l5 .5631 .]5 P V | � 21+20 .5641 .15 Q 2l+25 .5652 .15 Q | V 21+30 .5662 .15 Q V \ *� 21+35 .5(:)72 .1.5 O 21+40 .5683 .15 Q V 21+45 .5693 .1.5 P w� 21+50 .5703 .l5 Q \ | | V ( 2l+55 .571 3 .15 0 ) ! | 22+ 0 .5723 .14 Q w= 22+ 5 .5733 .14 p 22+lO ^ 5743 ^ l� Q V 22+15 .5752 .14 p 22+20 .5762 .14 Q 22+35 .5772 .14 p 22+3O .5781 . l4 Q 22+35 .5791 .l4 0 \ \ ) V \ 22+40 .5800 .14 Q | | Y | 22+45 . 5809 . 14 P 22+5O .5819 .14 Q 22+55 .5828 .13 Q | | V | 23+ O .5837 .13 Q 23+ 5 .5846 . l3 Q ) } \ V | 23+10 .5855 .13 Q } U \ 23+15 .5865 .13 P | | } v \ 23+2O .5874 .13 Q ' ,.'.,3+25 .5883 .13 D } } | V{ 23+30 .5891 .13 Q | | [ V| �� �� 23+35 . 59OO . l3 Q \ } � ` VI 33+4O .5909 .13 O � �� ) ' Ttj le DSKl IA6l.UUI[74 ,l] pr oo l-�ey-89 ll:23:26 8 9age ly J3+45 .59l8 .l3 O 23+50 .5927 .l3 23+55 .5935 .l3 Q � 24+ 0 . 5944 . l3 P � | � V\ 24+ 5 .5952 .l2 Q V 24+10 .5959 .lO V l %4+l5 .5963 .06 N� 24+20 .5965 .O3 Q 24+25 .5966 .Ol Q \ � � | V\ 24+30 ~5966 0.00 p -- 24+35 .5966 0.00 Q | | / V ! 24+4O .5966 0.00 0 +++++++++++++++++++ .+++++++++++++++++++++++++++++++++++++++++++++++++++++++ ww w� ' .' ) i 3 HYDROLOGY STUDY FOR TRACT 13597 U14DER EXISTING CONDITIONS UNIT HYDROGRAPH FOR 10 YEAR STORM, 24 HOUR 1-1 on im 1 0) |� DSKl:IA7l.OUT[74,l] prLnted on 18-Sep-89 11 :23:43 Page l +++++++++++++++++++++++++++++++++++++++++++++++++++ +++� San Bernardino County Unit Hydrology Method Manual Date - August 1986 Copyright (c) CivilCadd/CivilDesign, 1988 -~ Study Date 9-18-8�/ ` +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++ PROJECT TITLE HCADING: +++++++++++++++++++++++++++++++++++++++++ UNIT HYDBOGBAPH FOR TRACT 13597. WITH EXISTING CONDITIONS lO YEAR STORM CALCU�ATCD USING 5 YEAB BAlNFAI.l. CITY OF FONTANA, COUNTY OF SAN 8SBNABDINO +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ NW UN]I - HYDBDGBApH AN 4 A LYSIS � iOYSAB STOBM ANTECEDENT MOISTURE CONDITION = % +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ w� Area Averaged Rainfall Intensity lsohyetal Data"� w� Sub-Area Our ation . lntensity (Acres) (Hours) (lnches) im RAINFALL DATA FOR Y3AB 10 6.D8 i .85 ' --------------------------------------------------------------------------- im RAINFALL DATA FOR YEAR 10 3.21 -----------------_------------_-----------_-----_--------------_--------_-- °m RAINFALL DATA FOR YEAR 10 6 O8 34 4.76 --------------._----------_------------_--------_-_-----_------_-------_--- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ N� The 24 hour rainfall figure used to calculatp the soil loss rates Fm snd Yb = 4.760 Inches Formulas used: Y = (p24-Ia)~2 / (p24-Ia+S)P24 uhere S = lOOO/SCS(CN) - lO m� Yb = l - Y(area averaged) M� (:p = l - Y ; and Fm = AP A Fp AAAA*AAA AREA-AVERAGED MAX LOSS BATE, FM AAAAAAAf � 0� SC CURVE SCS CURVE AREA AREA UP AP FM NO.(AMCII) NO.(AMC2) (ACRES) FRACTION (IN/HR) (DEC.) (IN/HR) 5O.O 50.0 6.08 1.000 .875 1.000 .875 m� ^ Area-Averaged Adjusted Loss Bate FM (IN/HB)= .875 �� J • :I.e DSKI:TA71..t:)U'TE74, 1. _I printed can ltd - Sep - 89 11:23:59 Pa- *** *AAAAA AREA- AVERAGED LOW LOSS RATE FRACTION, YB** * * * *•It *k AREA AREA SCS CH SCS CN S PERVIOUS (ACRES) FRACT (AMC2) (AMC2) YIELD FR 6.08 1.000 50.0 50.0 10.00 .125 Area - Averaged Catchment Yield Fraction, Y = .12'.5 Area - Averaged Low Loss Fraction, Yb = .875 •h + + + + ++ h+++++• h+++++++++++++++++• h+++++• h++• h++++++++++++++++++++ + +•h +•h•h+•h• }.. }.. }.. }..f.. User entry of time of concentration (Hours) _ .::353 Watershed Area = 6.080 floe"; "LAG" Time = .203 Hours Unit Hydrograph Time Unit = 5.000 Minutes A. Unit Interval Percentage Of Lag Time = 41.:140 Hydrograph Baseflow = 000(CFS) aw Ma-imum Watershed Logs Rate(FM) 1 :In /Hr) _ .875 Low Loss Rate Percentage (Yb) ( Decimal) .13'75 Vallev Develooed '3 -Graph Select:e-::l Compu'Fed Peal 5-Minute R3inf all. (Inches)_ .1):l'; Computed Peak. 30- Minute Rainf 31 l ( Inches) _ .644 �r. Specified Peak. 1--Hour Rai nf. 311 ( Inches) = . 1350 Computed Peak. 3 -Hour Rairif.'.311 ( Inches ) = 1.52" Specified Peak. 6 -Hour Rainfall. ( lnches) = 2.410 Specified Peak. 24 -Hour R_ainfal l ( Inches) = 4.'760 *� Rainfall Depth Area Reduction Factory :: Using a TOTAL Area of 6.08 Acres (Ref: Fig. E -4) , 5-Minute Factor = 1.000 Adjusted Rainfall = .:3:1.':. r= 30- Minute Factor = 1.000 Adjusted Rainfall = .644 I•• -Hour Factor = 1.000 Adjusted Rainfall = .850 :3• -Hour Factor = 1.000 Adjusted Rainfall = 1.527 6 -Hour Factor = 1.000 Adjusted Rainfall = 2.2:1 0 24-Hour Factor = 1.000 Ad justed Rainfall = 4.760 +++• h+++++++++++• h++ + +•h + + + + + + + + + +•h + + + + + + + + +•h ++-t r + + + + + + + + + +•h + + + + + +•h P + ++ . }..;. I N I T H Y D R 0 G R A P H +•h+ + + + + + + + ++ + + +i ++++++++++++++++++++++++++++++- P • ++ + + + + + + + + + + + + ++ + + +•h + + +4• +•h F { Unit Hydrograph Determination __----------- -- - - -- -------------------------------.______-_ ___-- ._.__- _._..___- _._.- -__... INTERVAL IS' GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------ 3.189 ----- ------- .----------- 2.3.9 a :30.652 12.341. 3 52.103 23.1'a'b 4 ?9.0303 :?0.36w3 5 92.13* 9.06(:, 6 97.177 3.710 7 98.613 1.05t: g gn . 354 .54.4 9 100.000 .47r5 + }•+++++++++++++• h++++++++++•i•+ 4•+++++++++++++++ + +++ + + +t+ + + + + + + +t + +.h + + +•f• + + ++ i + b• +++++++ t++++++++++++++++++++++• h+++++• h++++++ + + + + + + + + + + + + + + + + + + + +•h + + + ++ + + ++ PEAR( UNIT AI:iJUSTED MASS RAINFALL UNIT RAINFALL File DGK1:TA7I.0UT[74,l] printed or, 18-Sep-89 11:24:19 Page 3 NUMBER 'INCHES) (INCHES) .lO 3 .49 .O7 4 .55 .O6 5 .6O .05 - 6 .64 .05 7 .68 .04 8 .72 .O4 �� 9 .76 .O3 � V ^ /� ^ O3 ll .82 .O3 w� 1.2 .85 .03 ' 13 .89 .04 dW 1.4 .92 .O4 15 .96 .03 w� 16 ,99 .03 17 1 .02 .03 18 1.05 .03 19 1.09 .03 ^ 30 1.12 .03 31 1.15 .03 �~ 22 1.17 .03 23 l.20 .O3 w� 24 1.23 .03 25 I.26 .O3 w� 26 l . 28 .03 27 1.31 .03 ' 28 1.34 .03 29 l'.36 .O3 30 1.39 .02 31 1.41 .02 32 1.43 .02 33 1.46 .02 34 1.48 .0 2 35 1.50 .02 36 1.53 .02 37 1.55 . . O2 38 l.57 .02 , 39 1.59 .O% J� 40 l .62 ,02 41 l.64 .0 42 1.66 .02 43 1.68 .02 N� 44 1.70 .02 45 1.72 .O% 46 1.74 .02 u� 47 1.76 .02 48 1.78 .O2 49 1.80 .02 50 i.82 .02 51. 1.84 .0% 52 l.86 .O2 53 1.88 .02 54 l .9O .02 55 1.91 . 02 56 57 1.93 l.95 .02 . .O2 58 1.97 .02 �� \o- ` e 11 SKl:TA71 .0 UT174,1 1 prznted on 18-Sep-89 11 :24:36 �age 4 p� 59 i.99 .02 60 2.0] .0% ]� 61 62 2.02 2.O4 .02 .02 63 %.O6 .02 64 2.O8 .O% G5 3.O9 .02 66 2. ll .0� 67 2.13 .02 68 2.14 .02 69 70 2.l8 .02 71. 2.19 .02 �� 73 Z. J3 -02 74 2.24 .02 w� 75 2.26 ,02 76 77 2.29 .O2 78 2.3] .O% / 79 2.33 .02 80 2.34 .O2 81. Z.36 .02 ' 82 2.37 .O% 83 2.39 .02 84 2.41 85 %.42 .02 - 86 2 44 . . O% 87 2.45 ' .02 88 2.47 .O2 89 3.49 .02 90 2.50 .02 9I 2.52 .02 92 2. 53 .O2 93 2.55 .02 94 2.56 .02 95 . 2 58 . 0 2 �b 2 59 ~ O] ^ -- 97 %.6l .Ol 98 2.62 .01 w� . 99 2.64 .Ol lOO 2.65 .O] 10 2.67 .Ol 1.02 2.68 .O] iO3 2.69 .Ol 104 2.71 Al 1. O5 2.73 .Ol 10 C-1 2.74 .01 ` 10 2.75 .01. 1.08 2.77 .O1 l09 J.78 .0 N� ll0 2.79 .Ol ' lll 3.8l .0l 11 2.83 .O] i13 2,84 .Ol 1.14 2.O5 .0] i1.5 I16 3.86 2.88 .Ol .O] [l7 3.89 .01 �� \ File prznted on 18-Sep-89 I1:24:52 �age 5 118 2.9O .Ol 119 120 2.93 .0l dQ l2l 2.95 .O] 1.22 2.96 .Ol l23 2.97 .O] � 1.24 2.q9 .01. 125 3.00 .Ol 1.26 3.0 1 .01. l27 3.03 .O] J� 128 3.O4 .Ol -- l29 3.05 .0l w� 1.30 3.O6 .01. ` 131 3.08 .O] i32 3.09 .Ol 133 3.10 .0] ^ �= i34 3.12 '^ 135 3.13 .0] 1.36 3.l4 .Ol 137 3. l6 .O] ' l38 3.17 .Ol 139 3.18 .O] 1.40 3. 19 .Ol 141 3.2] .O] m� l42 3.22 .Ol 1.43 3.23 .O] 144 3.24 .01. 1.45 3.26 146 3.J7 .OI 147 3.28 .O] 148 J.29 .Ol 149 3.31 .0l 1.50 3.32 .Ol l51 3.33 .O] m� 152 3.34 . 01. l53 3.35 .01 m� l54 3.37 .Ol 155 3.38 . O] 156 3.39 .Ol l57 3 . 40 . 0| ^ i58 3.41 ' Ol ' ~~ l59 3.43 .Ol i6O . 3 44 , � l 1.61 3.45 .0| l62 3.46 .Ol 163 3.47 .O] 1. 64 3.V9 .01. �� �� l65 3.50 .O] 1. 66 3.51 .Ol l67 3.52 .O] 1.68 3.53 .Ol l69 3.54 .O] 1.70 3.56 .Ol l71 3.57 .0] l72 3.58 .Ol ' ' l73 3.59 . 0l l74 3.60 .Ol l75 3.6l .0] ` i76 3.62 .Ol �w � Fi le DSKl:IA7l.OUT[74,l] prznted on 18-Sep-89 11:25:10 ge 6 3 177 3.64 .Ol l78 3.65 .O] l79 3.66 .Ol � 180 3.67 .O] 1.81. 3.68 .Ol 182 3.69 .0] 1.83 3.70 .Ol 184 3.71 .01 1.85 3.73 .01 _ l86 3.74 .0] J� m� l87 3.75 .01. , 1.88 3.76 .0] 189 3.77 .Ol 1.90 3.78 .Ol 191 3.79 .Ol 192 3.80 .O] m� 193 3.81 .OI m� 1.94 3.83 .0l L 3.94 .Ol �~ 196 3.85 .Ol ` 197 3.86 .01 l98 3.87 .Ol i99 3.88 .01 200 3.89 .Ol 20 1 3.9O 202 3.91 .0] 203 3 . ?2 .Ol � w � 2OA 3 93 ^ ^ O ] ' 205 3.94 .Ol 2O6 3.95 .0] � 207 3.96 .Ol tie 208 3.98 .O] 209 3.99 .Ol 210 4.0O .O] 2 1 4.01 .Ol 2l2 4.O2 .O] %13 4.03 .Ol � 214 4.04 .0] 2l5 4.05 .Ol 21 6 4.O6 .Ol 21.7 4.07 .Ol 2l8 4.08 .O] 219 4.09 .Ol 22C 4.10 .0l 221 4.11 .Ol 232 4.l2 .01 323 4.13 .Ol 224 4.1.4 .Ol 225 4.15 .01 226 4.16 227 4. l7 .01. 228 4.18 .01 229 4.19 .01. 230 4.20 .O] 231 4.31 .Ol 232 4.22 .O] 233 4.23 .Ol G0 234 4.24 .O] 335 4.25 .Ol on � \ N � | �ile DSKl:IA7l.UUI'[74,l] printed on 18-Sep-89 1.1:25:28 336 4.36 .Ol 237 4.27 .0l 238 4.28 .01 239 4.29 ` 340 4.3O .Ol 241 4.31 .0] 343 4.32 .Ol 243 4.33 .Ol 244 4.34 .Ol 2A5 4.35 .O] 246 4.36 .Ol m� 247 4.37 ^Ol mw 248 4.38 .01 0� 249 4.39 .O] 350 4.40 .0l 251 4.41 w� 252 4.42 .Ol 253 4.43 .0] 254 4.44 .Ol 255 4.45 .0] �w 256 4.46 .Ol 257 4.47 .O] m~ %58 4.48 .Ol 259 4.49 .01 260 4.5O .01 261 4.51 .01 w� 362 4.52 .Ol ' 26� 4 53 . . O] 264 4.54 ' .Ol w� 265 4.55 .0} 266 4.56 .Ol 267 4.56 .Ol 368 4.57 .01 w� � 269 4.58 .0l 370 4.59 .Ol 271 4.60 .01. w� 372 4.6l . 273 4.62 .O] ��. 374 4.63 .Ol w� 275 4.64 .0l : 276 4.65 .Ol 277 4.66 .0] 27 8 4.67 .Ol 279 4.68 .0] 4.69 .Ol 281 4.70 .01 282 4.70 .0l 283 4.7] .0] 284 4.72 .01 2 85 286 4.73 4.74 .(M .Ol 287 4.75 .O] 288 4.76 .01. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++� J� UNIT UN IT UN IT EFFECTIVE pERIOD RAINFALL SOIL-LOSS BAIN L) �� (NUMBER ) ---------_------_------_-----_-_--------_-----------------_--------------- (INCHES) "INCHES) (INCHES) ' i .0092 .0080 .0011 ow Z� �� q,?- ) : le DSF(1:TA71 „ OUT[ 74,1 { pri.ntnal on 18- Sep -89 11:2;:44 ? ,0092 .0080 IVI P-1 on it III ow M �l �? .0092 .0080 �{ .0091? .0081 1 5 .0092 .0081 i, .0093 .0081 .0093 .0081 8 . !)0`:)3 .0081 „0093 .0082 1.0 .0093 .0082 11 .0094 .008:' 1.2 .0094 . 0082 1:3 „ 0094 .008: 1. 4 ,0094 .0083 1 .0095 .0083 LG .0095 .0083 17 .0095 .0083 1.8 .0095 .0083 19 .0096 .0084 20 .0096 .0084 21 .0096 .0084 22 .0096 .0084 23 .0097 .0087; 24 .0097 .0085 25 .0097 .00a r"; 2G .0097 .0085 2" .0098 .0085 28 .0098 „0086 2C� .0098 .0086 30 .0()98 .0086 31. .0099 .0086 32 .0099 .0087 33 .0099 .0087 3.4 .01( }0 .0087 35 .0100 .0087 13G .0100 .0088 37 .0100 .0088 38 .0101 .0088 39 .0101 .00813 40 . 01.01 .0089 41 .0102 .0089 43 .01.01'. .0089 44 .0102) .0090 4 5 .0103 .0090 4 G . r) L0 , 0 {)9 () 47 .0103 .0091 40 .0104 . 0091 49 .0104 .0091 50 .0104 .0091 51 .0105 .009,E .0105 .00 53 .0105 .0092 4 .� ?106 .0092 55 .0106 .0093 5)6 ,;):LOG .0093 57 .0107 .0093 `.,E3 .O.L 0'7 .0094 59 .0108 .0094 60 .01.09 , 0094 106):1. ;.., .001.2 .001.1 .0012 . ()0111:: .001.:; „( }( }a.; . 001.:1 .0012 .0012 . 0011" .0012 . 0 O :I. a „ 0 01. ;;' „0011: .001:: , 00.1 .001" ()() .001. 00 1 '7 „00:12 .0012 .0012 .0012 .0012 .0012 .00:1.;3 .0013 „001'3' .0013 .001.3 „001::3 001.3 0():L::? , 001;3 . 001 ;3 .Oo'l 001:3 . O 01.::3 . 001 „0( ) 1. .001 1 13 0013 .0013 .0013 0 01. 1 3 .()01;:3 „001 3 0014 �ile 11 SKl:TA71 .UUTL7 ,l] prznted oo l8-6ep P�ge '. �� 6l .0lO8 .0095 .0014 62 .0108 .0095 .00l4 63 .0lO9 .0095 .0014 64 . 0l09 .0096 .00l4 65 .011O .0096 .0014 66 .011O .0096 .O014 67 .011l .0097 .001.4 mi 68 .011] .0097 .0OlIII. 69 .0111 .0097 .0 0 1 4 70 .0112 .0098 .00l4 � ?l .01. 1 2 .0098 .0014 ~~ 72 .0 1. 12 .0098 .001.4 73 .0113 .0099 .00l4 -J 74 .0113 .0099 .0OlAA dki 75 .0114 .0100 .0014 76 .01.14 .0100 .00l4 on 77 .0115 .OlOO .0014 md 78 .0ll5 .OlO] .0Ol4 7q .0I16 .O101 .0014 p� 80 .0ll6 .010l .0 Ol5 � 8l ~ 0117 .OlO2 .0015 82 .01.17 .0103 .00l5 83 .0117 .0103 .0015 Im ' 84 .0118 .0103 .0015 m� 85 .0118 .0104 .0015 86 .0 1. 19 .0104 .0Ol5 �~ 87 .0 1. 19 .0104 .0 0 1 5 ' w� 88 ~ Ol20 Ol05 . ^ ^ 0 Ol 5 89 .0120 .0105 .0015 90 .0-l2] .0106 .0015 ' 9l .Ol22 .0106 .0015 92 .0122 .0107 .0 O1. 5 93 .01 .Ol07 .0015 w� 94 .Ol23 .0108 .00l5 95 .Ol24 .0103 .0016 96 .Ol24 .0109 .O0 1. 6 97 .OI25 .0lO9 .0016 m� 98 .0 1. 25 .011O .0016 99 .0126 .011O .0016 p� 100 .0126 .0I1l .0016 101 .O l27 .0111 .0016 m� 102 .0128 .0112 .001.6 103 .0129 .0112 .0016 104 .0129 .0113 .0Ol6 11 05 .0130 .0114 .0016 l06 .0130 .0114 .0016 1.07 .01.31 .0115 .0016 l 08 . 0132 .0115 .0Ol7 109 .01.33 .0116 .0017 llO .01.33 .0116 .0017 lll .01.34 .0117 .0017 .0134 .0118 .0017 1. 13 .O l35 .0118 .0 0 1 7 114 .0 1. 36 .01.19 .0017 ll5 .Ol37 .0120 .00l7 ll6 . Ol38 ~ Ol2O , 0017 �� 1.17 118 .0139 .0139 .0121 ` .O l22 �/ .0017 .O0l7 �� 1.1.9 .01.40 .0 123 .0018 � \ ti w 71 Ali L HI on O DSt(I:TA71.OUTC74,:11 printed on 18- Sop - 89 11:'2,'6:29 1 20 .0141 .0123 .0010 121 01. 4 .0124 ..0 OlB 1.22 .0143 .0125 .001.8 123 .0144 .012( .()Ol P L24 .0144 .0126 .001B 125 .0146 .0127 .()0). Ell 1.26 .0146 .0123 .0018 127 .0148 .01 .001.9 1.28 .0143 .0130 .001 h '-t . 01. ` 0 .0131 .0 0 :I.9 1.30 .0150 .0132 .0019 1.31 .0152 .0133 .0019 1.32 .0153 .0133 .0019 133 .01 .0135 .0019 1.34 .0155 .0135 .0019 135 .01.57 .0137 .0020 1.3 .0157 .01313 .0020 137 .01.59 .0139 .0020 133 .0160 .014 . 139 .0162 .0141 . 0020 140 .0163 .0142 .0020 141 .01.64 .0144 .O():' :l. 1 .0:165 .0145 .002:1. 14ti .0167 .014& 144 .0163 .014'7 .0021. 145 .0164 .0144 .0021. 1.4G .0:165 .0145 .0021 147 .0168 .0147 .002'.1. 1.48 .0169 .0148 .0021 .1.49 .0.171 .0150 .002'1. 1.50 .0172 .0151 .0022 151 .01.75 .0153 .0022 152 .0.176 .0154 .002:•1 153 .0179 .0156, .0022 1.54 .0180 .0158 .0423 155 .01.83 .0160 .00213 1.5G .01.35 .016`2 .0.023 157 .0186 .0164 .0024 1.53 .0190 .01GG .0024 159 .0193 .016q .0024 1.60 .01.95 .0171 .0024 1.G1 .01.99 .0174 .002;'i 162 .0201 .0176 .0025 163 .0205 .0179 .0021:, 1.64 .01207 .0181 .002(') 165 .0 1: .01.85 .0027 1.taG .0214 .0187 .0027 167 .0219 . 019 ' .007 I.Gg .0222 .0194 .00213 1. G9 .02`128 .0199 .0029 1. .0231 .0202 .002 1 .01237 .020E{ r .0() 1662 .0':41 .0211 .003 :1.73 Y .0 h - .021 7 . 1.:;'4 . T " .0221 .003"1 175 .01261 . 02::8 . ()0?;:1 176 .02GG .0232 .0033 177 .0276 . 0241 1.73 .0232 .0246 `0 le on 771 �w im w~ .� 0 ON [ w� � DSKl:IA7l. OUT [74,l] prznted on l8-Sef)-89 11 :26:53 �agp ]l i79 .O294 .0257 .O037 l80 .O30] .O263 .O039 I81 .0317 .0277 .0040 I82 .26 O3 .O285 .0O4] 1.83 .0346 .0303 .0043 184 .0358 .0313 .0045 1.85 .029l .0354 .O036 l86 .030 .02 68 .O03� 1.87 .0349 .0305 .0044 188 .0376 .O329 .0O47 1.89 .0453 .0396 .0057 190 .051.1 .O447 .O064 l9l .0 731 .0639 . 0 92 192 .1005 .0729 .0276 l93 .3l45 .O729 .24l6 194 .0595 .0521 .0O75 195 .0410 .0358 .0051. 196 .O326 .0285 �, .O04l 1.97 .0371 .O324 .0O46 198 .0335 .0293 .0042 199 .0309 .0270 .0039 200 .0288 .0252 .0O36 201 202 .O27l .O257 .0237 .O224 .0034 .0032 203 .0345 .0214 .0031 204 .O234 .O205 .0029 205 .0225 .0197 .0028 20 6 .0217 .0189 .0027 207 .0 20 9 . .0183 .0 0 26 20 8 .0120 3 .0177 .0O25 Z09 01. 9 7 .0l72 .0025 210 .0191 .0167 .0024 4,11 .0186 .0163 .0023 212 .0182 .0159 .0023 213 .Ol78 .0155 .0022 214 .0174 .0152 .0 0 22 215 .0170 .0I49 .002I 216 .0166 .0146 .002l 2.1.7 .0169 .0148 .0021. 218 .0166 .0145 .O02l 219 .0l63 .0143 .0O20 22O .Ol6l .0143 .0020 32l .0158 .0138 .0020 222 .0156 .0136 .0020 2 23 .0153 .0134 .00l9 224 .0I51 .Ol32 .0Ol9 225 .0149 .0130 .00l9 226 .0l47 ~0l29 .0Ol8 327 .Ol45 .0127 .00l8 228 .Ol43 .0125 .00l8 229 .0141 .0124 .0018 230 .0 1. 40 .0122 .00l8 23l .0l38 .Ol2l .0017 232 .0137 .011.9 .O 233 .0135 .0118 .0017 234 .Ol34 . 0117 . OOl 7 235 .01.32 .0I18 .0017 236 .0131 .0114 .00l6 23 .0129 .0113 .0016 mtp �. +4 +.R rrl err w L:�l 7, DSK1 : TA71 . (iUT[7 r 1. _I printed on 233 .012 .011'2 .001.G 239 .012)7 .0111 p 001.: 240 .0126 .0110 .0016" 241 .012) 4 .0109 .0()1.(; 242 .0123 .0108 .001.5 2 4 ... 3 . 012)" . 010'' .001.5 244 .012 .0106 .0015 ' 45 .0120 .0105 .0()1. "; 246 .0119 .0104 .001.5 247 .0118 .0103 .00:1. 248 .01.17 .0102 .0015 249 .011G .010: .0015 250 .0115 .0101 .0014 251. .0114 .0100 .001.4 252 .01.14 .00`?9 .0014 253 .01.13 .0099 .001.4 254 .011 .0098 .001 255 .0111 .0097 .001•4 ,.5G .0110 .009(, .001.4 257 .0110 .0096 .00.1. 258 .0109 .0095 .0014 2 59 .0108 .0094 .0014 260 .0107 .0094 .0013 261 .01.07 . 009 w, . O(} 1.:.3 2G' ,01r1G .0093 .001 263 .0105 .00921 'G4 .0105 .009.1 .0013 265 .0104 .0091 .001"1 2GG .0103 .0090 .0013 2G7 .0.3.03 .0090 .0 () ". 1:1 '"63 .0102) .0089 .0013 269 .0101 .0089 270 .0101 .0088 .001 271 .01.00 .0088 .001 272 0100 .0087 0013 273 .0099 .0087 .0012 27 .0009 .0086 .001? 275 .0098 .0086 .001.' 27G .0098 .0085 .0012 277 .0097 .0085 .0012. , 2"78 , 0r1�)r, .0094 . 001:2 279 .0096 .0084 .001.2 no ,0096 .0084 .0012 .0095 .008`,? .0012 .:C31 : 82 . 0095 .0083 .0012 283 .0094 .0082 .001. 2.84 .0094 .0082 .0012 285 .0093 .0081 .001. 38G .0093 .0081 .0012 87 .0092 .0081 .001::; ..88 .0092 .0080 .001,, TOTAL SOIL RAIN LOSS (IN) = 3.95 TOTAL EFFECTIVE RUNOFF (IN) :- .81 ~ TOTAL - SOIL - LO SS VOLUME ( ACRE -FEET) TOTAL STORM R UNOFF VOLUME(ACRE -UET) = .4123 ql 05K1:IA71 .UUTL74,1J prznted on l8-Sep-89 i1:27:37 Page 13 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34-HO1.1 R STOBM � RUNOFF HYDBOGBAPH +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -- Hydrograph in 5. -minute intervals(CFS OR ---------------_-------_----_- Time(H+M) Volume(AE) Q(CFS) --- --------_--- 0. ------------------------------ 2.5 5.0 7.5 10.0 S� N� ---_---_------------------------------------------------------------------- O+ 5 0.0000 0.00 0 O+lO .00Ol .O2 Q 0+15 .0004 .04 q 'M 0+20 .00O9 .07 O ! | \ 0+25 .O0l4 an 0+30 .002O .08 Q | i `� 6 O+35 . O026 ^ O8 q \ . 0+4O .0032 .08 Q 0+45 .0038 .09 V \ | | � w� 0+5O .O044 O+55 . 004g ~ O9 0 . l+ 0 .0055 .09 Q \ | \ ! l+ 5 0061 .Oc) p l+lO .0067 .09 Q 1+15 . 0073 .09 p w� i+20 0079 .09 Q \ \ \ | -- 1+25 .0085 .O� 0 ' 1+30 .009I .09 Q l+35 .O097 .'09 Q | | { | i+4O .0103 .09 QV l | | \ l+45 - - .O] O9 .09 Q» \ | | l+5O . 0115 , O9 QV { / l+55 .0l22 2+ O ^ Ol28 .O9 QV 2+ 5 .01.34 . 09 gy . . 3+10 .01.40 .09 QV \ | ( ( w� 2+15 .0146 .09 P 3+20 .0l52 .09 QV \ \ \ 2+25 2+30 .0350' .01-65 .O9 2+35 .03.71 2+40 .0l77 .09 QV 2+45 .0383 .O9 QV 0N ~~ 2+5O .Ol9O .09 gV 2+55 ~ Ol96 ^ 09 pV 3+ O ^ O202 .O9 QV | | \ 3+ 5 .01209 . 09 | N� 3+10 .O2l5 .09 Q V N� 3+I5 ~'^~ 3+2O 022l J2�8 .0�� - .09 ~ O9 Q V i . . ~~ 3+25 .O234 .09 Q V | | � 3+30 0241 ^ O247 .09 Q V 3+35 ~ - ^ O9 P V . . N� O 3+4 .253 0 .09 Q V | | | 3+45 . O26O ^�-' ^ O9 p V | \ } / . . . 3+5O .0.uu .9 n � Q V | { \ \ ! �� 3+55 .0273 .09 Q V | N� 4+ O .O28O .O9 Q V on � |�- W ` Ti DSKl:IA7l.OUT[74,l] printed on l8-Sep-89 11:218:0,"? ]4 j� 4+ 5 .0286 .lO Q V | | \ } 4+10 .O293 .lO Q y ( \ \ \ '� 4+l5 .O299 .lO Q V i \ ) �+2O .O3O6 .l0 Q V ~~ 4+25 0313 ^O3l9 . lO -� Q ' V \ | � | �+3O 4+35 . .0326 .� . .lO y Q v ' V m� 4+40 03 33 ^ O339 .lO Q V 4+45 . '-- . lO O V . 4+50 .O346 . 10 p V . 4+55 ^ O353 .l0 Q V \ 5+ O .0360 .lO P V | \ 5+ 5 .0366 .lO Q V \ | \ \ 5+10 .O373 .lO Q V � \ 5+15 .0380 .l0 Q V \ 5+20 .O387 .lO Q V | | � �� 5+25 .0394 .10 Q V | | | 5+30 .0401. .lO Q V \ 5+35 .0408 .10 Q V 5+4O ^ 04l5 .lO Q V 6w 5+45 .0422 . l0 Q V 5+50 ~0439 .]O p 5+55 0436 ^ O�43 .lO Q V \ \ ! ~' �w 6+ 0 . " . l0 Q V \ | | | ' 6+ 5 .0450 V 6+10 . 0457 .l0 p V | | � 6+l5 ^O464 �� 6 +2O ~ O47] , 10 Q . 6+25 -- .0479- � . lO Q 6 - +30 ~ O�86 ' ~� ll Q o | | ! \ . &� 6+35 �� 3 ."� '" . l 1 Q V 6+40 O5OO ^ 05O8 .11 Q V ) | ( | 6+45 - '- ..`.~ ^ ll -- Q - V � ; 6+50 ~ 05l� , \ . 0� 6+55 ^ 0523 ^ ll Q V \ 7+ 0 .0530 . ll Q V 7+ 5 .0537 .11 Q V \ | } | m� 7+lO ' -' 0545 . ll p V \ �+l5 ^ 0552 '--- ^ ll Q V ' 7+20 .O560 .11 Q V | | | 7+25 0567 ^ 0575 N� 7+3O 7+35 O583 ^ - � ^ i1 Q V 7+4O 059O ^ O598 \ \ \ 7+45 ' . ll O 7+50 .0�06 . ll Q 7+55 .0613 .1l O V 00 8+ 0 ,O62l 8+ 5 .O629 . 8+lO - - .0637 | 8+l5 . O645 -� ^ lI Q | V � | . . m� 8+20 .0653 .12 Q | | \ 8+35 ^ O6 8+30 � .0669 N� 8t35 .0677 ~ 12 Q V | � � 8+4O ^ O685 8+�5 - .O693 . 12 -� Q | ( 0� ° 8+5O .O70l . 1 2 | | 8+55 . O7O9 . l2 Q V | } | | . . ` . �� � �. � . ".1e DSK1:TA71.Ci11TC74,:1 p.rtnted on 1st -` el -89 11:'28:2L 3:: f.;`• 9+ 0 •0718 0� 9+ 5 .0726 .1'.:.' P V I 9 +10 „0734 .13 C1 V I 3 9 +15 .074;.3 .:L 2 0 y 9+20 .0751 • 1.. 1:1 1) 9 +25 .0760 0 V I 9 +30 .07G8 .12 L1 V I 9 +35 .0777 .12 L+ y I 9 +40 .0785 .1 :3 0 V I 9+45 .0794 .1.3 (? '•! I i `)+50 .0803 .13 Q V 1 9.1-55 .081 r .1:3 P y I 1. 0. 0 , 0820 .13 it Y I 1.0+ 5 .08 ti .12 Ci '' I 1.0• +10 .0838 .13 1.0 +15 .0847 .13 Cj t! i 1.0 +20 .085E .13 0 V I W 1.0 +25 .0865 .1'3 0 �! I 1.0 +30 .00-74 .13 C1 y' I 1.0 +35 .0884 10 +40 , 0893 10 +45 .0902 . ].4 Ci -' I +� 10 +50 •0912 , 1 .1 0 '� I 10 +55 .092]. .14 8 �! I Ll+ 0 .0931 .14 1) ul 1.1+ 5 .0940 . 14 11 1! i 11 •0950 .14 0 V 11 +15 .096 {:r .14 r t' I 1. +20 .0 .14 0 !1 �* 11 +.':' 5 .0979 .•14 11 t` I 11 +30 .0989 .14 R '1 .11+35 .0999 . 1. 1 Ld �•' I L1+40 . 1 C: 0 9 .15 1:1 VI sv 1.1+45 . 1020 .15 0 l' I 1.1 +50 .1030 . 15 0 V I 11 +55 .1040 .1.5 P t1 L 0 .1051 . 1. `•, 11 12+ 5 .1061. .15 0 V 12•+10 .1('.7'2' .15 Q V +�1 12.1-15 . 10 8.2 .15 (? V 1.2+20 .1093 .15 0 V 1 2 +2 .1104 1.2+30 • 11.14 . 1 0 V 12 +35 . 112 5 . 1 G P V 12 +40 .1136 .16 �3 IV :1.2 +45 . 114'' . 1 G 0 I �! L2 +50 .1153 .1 Ij 0 1 '1 1 12 +55 .116.' .16 P IV '1.3+ 0 .1181 . 1.7 1-1 i 'J 13+ 5 .11.9 2 1.3 +10 .1204 .17 C1 IV 13 +15 .1.31E .17 P IV 1.'3+20 • .1'2'23 .1 cl I V 1.3 +25 .1'2)40 .18 t? I V 1.3 ±30 , 1 "') 5 2 .18 1-1 i 'J 13 +35 • 1 .16 P I l! L3 +40 .1:373 .1.9 t:1 I V 13 +45 .1290 .19 P I V 1.3 +50 . 1303 • 19 11 I V 0� / le DSKl:TA7l.QUT[74,l] printed on l8-Sey-89 11: 28:52, Pagp 1� l3+55 .l3l7 .l9 Q \ V -- . Q Q p Q Q g Q Q Q Q Q g �Q |Q �Q g �q \g �o �Q �Q Q �Q �Q Q \ Q | | } \g lQ Q �Q �g Q Q Q Q Q Q Q Q Q Q p Q Q Q Q Q P Q Q Q U Q Q V V V V V V V V� V V V V Y V Y V Y V V Y V V V U V V Q Q V V |V |V |V V |V [V V | V | V V � V � V V | V � V V | V � V V � V ! V V \ V | V V \ V | V � � ()I y 14+ 0 .1330 .2O 1.4+ 5 .1344 .2O 14+10 .1358 .20 1.4+15 .1372 .2l 1.4+20 .1387 .2l l4+25 .1402 .22 m� 14+30 .1417 .22 14+35 .1432 .23 1.4+40 .1448 .23 1.4+45 .1465 .24 -- 14+50 . l48] .24 1.4+55 .1499 .25 �u 15+ 0 .1516 .26 1.5+ 5 .1535 .27 1.5+10 .1554 .27 l5+15 .I573 .29 m� 15+20 .1594 .30 15+25 .1615 .31 p� 15+30 .l636 .31 � 15+35 .1656 .3O 15+40 .1677 .30 w� l5+45 .1698 .3i 15+50 .1722 .34 .1749 .39 l6+ 0 .1784 .51 l6+ 5 .1877 1.34 - lG+10 .2155 4.03 16+15 .2594 6.98 om 1.6+30 .2970 5.47 N| 1.6+25 .3152 2.64 1.6+30 .3240 1.27 16+35 .338l .6O 16+40 .3313 .46 ~~ l6+45 .3341 .41 16+50 .336O .28 16+55 .3378 .26 � W 17+ 0 .3395 .25 1.7+ 5 .3411 .23 p� 17+10 .3427 .22 � 1.7+15 .3441 .21 17+20 .3455 .2O 17+25 .3469 .2O 17+30 .3482 .19 l7+35 .3495 . 19 17+40 .3507 .18 L7+45 .3519 .1.7 17+50 .3531 .17 1.7+55 .3542 .17 1.8+ O .3554 .16 18+ 5 .3565 .1r, 18+10 .3575 .16 1.8+15 .3586 .16 18+20 .3597 .15 l8+25 .3607 .15 18+30 .3617 . 15 1.8+35 .3628 .15 18+40 .3638 .14 l8+45 .3647 .14 Q Q p Q Q g Q Q Q Q Q g �Q |Q �Q g �q \g �o �Q �Q Q �Q �Q Q \ Q | | } \g lQ Q �Q �g Q Q Q Q Q Q Q Q Q Q p Q Q Q Q Q P Q Q Q U Q Q V V V V V V V V� V V V V Y V Y V Y V V Y V V V U V V Q Q V V |V |V |V V |V [V V | V | V V � V � V V | V � V V | V � V V � V ! V V \ V | V V \ V | V � � ()I y I e DSF:1:T(-)'.1.(IUTC74,11 printed on 18- Sep -89 11:29: le, iyl I v I v l! ' •1 I ~° I 1,1 I v I 1,a I t�l I 1.1 I is I 1,1 v I V I 1.1 I '•1 I v ' I v I 1 .1 I Y v I !1 I U I v 1 v I v I v I v I v t� I 4J I v I vI vl 91 v 1 v I VI v i vI vI vi 1, I 9 o�? 1. +50 .3657 3 18 +55 l9+ 0 .3667 «3676 .14 0 I I 19+ 5 .3685 «13 G I I .1.9 +10 .3694 .1.3 a �w 1.9 +15 .3704 .1.? D 1.9 +20 . 3712 • 13 Q I I 19 +25 .3721 .13 I.9 +30 .3730 .13 0 I I .1.9 +35 .3739 .13 19 +40 .374:" .1.2 1? I 1 19 +45 .3756 .1. 11 _. (? '? 1.9 +50 . 3 iC 4 . 12 Q I I 19 +55 .3: 72 2 0+ 0 .3780 .12 20+ 5 .3789 .1.', : ?0 +10 .3797 .12 0 I 1 20 +15 .3605 .12 0 I 20'+20 .381 w, 20 +25 .38ILI :0 +30 .3828 20 +35 .3836, 20 +40 .3843 .11 it I I 20 +45 .3851 .11 20 +50 «3858 �., 2,0 +55 .3FG6, �].+ 0 .3673 .1.1 0 I I 21+ 5 .388(! 21 +10 .3e .11 0 I I ,w "]. +20 .3902 .10 Q I I 21 +25 .3'09 .10 0 21 +30 «39].6 .10 Q I 21 +35 .3923 .10 P I I 21 +40 •3930 .10 (:1 21 +45 .3F-37 .10 0 I 21 +50 .3944 .10 0 i 21 +55 .3950 .10 p I „ f 2+ 0 .3957 « t 0 I ! 22+ 5 .3964 .10 (? I 2.2 +10 .3971 .10 Q I 22 +15 .3977 .10 0 I 22 +20 .3984 .10 !? I 22 +25 .3990 .09 P 22 +30 .3997 .09 Q 22 +35 .4003 .09 P I 22 +40 .4010 .09 t? I 22 +45 .4016 .09 ra I :12 +50 .4032 .09 (1 I 22 +55 .4029 .09 U 1 23+ 0 .4035 .09 Q I 23+ 5 .404 ]. . 09 (? 1 23 +10 23 +15 .4047 .4054 .09 .09 11 I P 23 +20 .4060 .'J9 U I ?3 +25 .4066 .09 14 I 3 +30 .4072 .09 8 23 +35 .4078 .09 0 i 23 +40 .4084 .09 11 i iyl I v I v l! ' •1 I ~° I 1,1 I v I 1,a I t�l I 1.1 I is I 1,1 v I V I 1.1 I '•1 I v ' I v I 1 .1 I Y v I !1 I U I v 1 v I v I v I v I v t� I 4J I v I vI vl 91 v 1 v I VI v i vI vI vi 1, I 9 o�? am �w �w ' .� 2v. , le DSKl:TA71.UUT[74,l] prznted on l8-Sep-89 ll:29:43 Page I. 23+45 .4090 .09 Q 23+50 .4096 .09 0 V 23+55 .4102 .09 Q i � � V| 24+ 0 .4108 .O9 Q Vj — 24* 5 .4114 .08 Q V| 24+10 .4118 .07 Q V| � 24+l5 . �l2l . 04 Q V| ~~ 24+20 .4122 .02 Q 24+25 .4123 .Ol Q � � | | V| 24+30 .4l23 0.0c. p \ \ | V| 24+35 .4123 0.00 Q i U 24+40 .4l23 0.00 Q VI +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � am �w �w ' .� 2v. , �I A W err u• irW 3 HYDROLOGY STUDY FOR TRACT 13597 UNDER EXISTING CONDITIONS UNIT HYDROGRAPH FOR 2 YEAR STORM, 24 HOUR 0 2 0 |e DSKl:TA8l.OUT[74,i] printed on 18-Sep-89 11:33:46 Page 1 ++ . . . . . . . . . . . . � � �����++++.1 . . . . . . . . . f .. . . . . 4-+4--f . . . . . . . . . . . . I- + + + + 4- + 4- + + + + + + + + + 4- 4- + + + + Sari Bernardino County Unit Hydrology Method Manual Date - August 1906 - Copyright (.c) Civi1Cadd/CivilDesign, 1988 Study Date 9-l8-8'/ ` ++++++++++++++++++++++++++++++++++++++++++++f++++++++++++++++++++++++++++++ ++++++++++ PROJECT TITLE HEADING: +++++++++++++++++++++++++++++++++++++++++ UNIT HYDBOGBAPH FOR TRACT 13597, WITH EXISTING CONDITIONS 2 YEAR STORM CITY OF EONTANA, COUNTY OF SAN BSBNABDINO +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �. . . . . . . . . . .. 4 .. . . . . . . . . . . . . . . . . . . . . . . . . . 4- -4 . . . . . . . . . . . . I . . . . . . . . . . . . . . . . 4- + + + 4 + +�� UNIT - HYDBOGBAPH ANALYSIS %YEAB STORM 0 ANTECEDENT MOISTURE CONDITION = l +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Area Averaged Rainfall Intensity lsohyetal Data: Sub-Area Duration . [rite nszty (Acres) (Hours) ( Inches ) RAINFALL DATA FOR YEAR 2 6.08 l .65 ^ --------------------- ------------------------------- --------------- ---------' RAINFALL DATA FOR YEAR 3 6.O8 6 l.74 �� -----------------_--_------_--_-------------_-_--_------------------------- ' RAINFALL DATA FOR YEAR 2 6.08 24 3.40 --------------------------------------------------------------------------- +++++++++++++++-I-++++++++++++++++++++++4-+++++++++++++++++++++++++++++++++++� The 24 hour rainfall fi9ure used to calco]a1-p the soil loss rates Em and Yb = 3.400 [riches Formulas used: Y = (P24-Ia)~2 / (P24-Ia+S)P24 where S = lOOO/SCS(CN) - lO Yb = l - Y(area aver�ged' op = 1 - Y ; and Em = AP A F p AAAAAAAA AREA-AVERAGED MAX LOSS RATE, FM ����A- 9CS CURVE SCS CURVE AREA AREA FP AP EM NO.(AMCII) NO.(AMCl) (ACRES) FRACTION (IN/HR) (DEC.) (IN/HR 50.0 31.0 6.O8 1.000 .985 1.000 .985 Area-Averaged Adjusted Loss Bate FM � 0 � le 0SKl:�A8l.0U�[74,i] prznted on 1O-�ep-89 11:34�Ol Paqe 2 AAAAAAAAA AREA-AVERAGED LOW LOSS BAIS FRACTION, YBAAAAAAAA ABEA AREA SCS CN SCS CN S PERVIOUS (ACBSS> FBACT (AMC2> (AMCl) YIEWD FB 6.08 1 .000 50.0 3l.0 %2.26 .015 N� Area-Averaged Catchment Yield Fraction, Y Area-Averaged Low Lnss Fraction, Yb = .985* + +++++++++++++++++++++++++++++++++++ �++++++++++++++++++++++++++++++ + ++ + ~~ User entry of time of concentration (Hours) = .253 Watershed Area = 6.08O Acrp� � "LAG" Time = .203 Hours Unit Hydrograph Time Unit = 5.000 Minutes Unzt Interval. Percentage Of Lag Time = 41.140 Hy x drngraph Baseflow = .00O(CPF/ Maimum Watershed Loss Pate(FM) (In/Hr 985 Low Loss Bate percentage(Yb) (Decimal) = .985 Valley Developed S-Graph Selected / Computed peak 5-Minute Rainfall(Inches)� .24] -- Computed Peak 30-Minute Rainf3l1kInches)= .493 Specified peak 1--Hour Bainfall(lnches)= .650 ' Computed Peak 3-Hour Baznf all (Inches)= I 18 ~~ Specified Peak 6-Hour Rainfall(Inches) = 1.740 Specified Peak 24-Hour Rainfa1l(Inches)= 3.400 Rainfall Depth Area Reduction Factors:: Using a TOTAL Area of 6.O8 Acres (Ref: Fig. S-4) 5-Minute Factor = 1.000 Adjusted Rainfall = .24] 30-Minute Factor = l Adjusted Rainfall = .492 N� l-Hour Factor = l .0OO Adjusted Rainfall 3-11our Factor = 1.000 Adjusted Rainfall = 1.189 6-Hour Factor = 1.000 Adjusted Rainfall = l.74O 24-Hour Factor = i .00O Ad justed Rainfall = 3.400 -- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UNII HYDBOGBAPH @� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++� ~~ Unit Hydrograph Determination -3 --- ------------------------------------------------- lN��BVA� - - °S" GRAPH UNlI HYDBOGBAPH NUMBER MEAN VALUES OBDINAISS(CFS) --------------------------------------------------------------------------- 3.l88 2.344 Z 20.652 i2.841 3 52.103 23.126 4 79.803 20.368 0 9�"l3� 9"O66 6 97.177 3.710 7 98.6l3 l.056 - 8 ' 99.354 .544 9 100. 000 , 475 W� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++*++++*+++++++++++� PEAK UNIT ADJUSTED MASS RAINFALL UNIT RAINFALL �m W �(» File DSKl:TA8l.OUT[7', prznted on 18-Sep-89 11:34:21 pag* 3 NUMBER (INCHES) 'INCHES) l .24 .24 2 .33 .08 J� 3 .J/ . 06 4 .42 .O5 5 .46 .O4 � 6 .49 .O3 dd 7 .52 .03 8 .55 .03 9 .58 .O3 ^ lO . 6O . O ll .63 l2 .65 .02 ' l3 .68 .03 1.4 .71 .03 . 15 .73 .O3 w� 1 6 .76 .03 17 .79 .O3 10 .8l .O3 w� l9 .84 .O2 2O .86 "O2 w* 21- .88 .02 pm 22 .3l .O2 . 23 .93 .O% m� 24 .95 .02 25 .97 .O2 26 ~99 .02 ' �7 l 0] . . O2 28 1.04 ' .02 m� 29 1..0 6 .02 ' 30 1. .08 .02 31 1.09 .02 32 L 1 .02 r� 33 l.l3 .O2 ' 34 1.15 .02 35 1.17 .02 w� 36 1.19 .O2 / 37 1 .21 .O% - 38 l.22 .02 39 l .24 .02 � 40 l.26 .02 m� 41, l .28 .02 42 1.J9 .02 43 1 .31 .O2 44 l .33 .02 45 1.34 .02 46 l.36 .O2 47 1.38 .02 48 1.39 .O2 49 1.41 .O2 50 1.42 .02 51. 1.44 .03 ' 52 1.46 .O2 53 1.47 .02 54 i.49 .O2 ' 55 l 50 , , O% 56 57 l.52 1.53 .0] 58 1.55 .Ol � ~� le DSKl: TAB l.OUT[74,l] prznted on l8-Sep-89 11 :34:38 m� 59 l.56 .Ol 6O l.57 .0l 6l 1.59 .01 �� 62 1 .60 .O] 63 i.62 .0l m� 64 l.63 .0] ' 65 l . 64 .0l 66 l.66 .Ol 67 1.67 .0I 68 l .69 .0l 69 l.?0 .0l 7Q 1 .71. .0l m� 7l l.73 .Ol � w� 72 ~ I . ^ 0] 73 1.75 .01 74 l .76 .0) w� 75 l.77 .O1 76 l .79 .(] 77 i.80 .Ol 78 l.81 ,O] 79 l.113 .Ol 8O n� 8l l .84 .0l 82 l 85 .0] 83 l.86 .0l 84 l.87 .O] m� �. g5 . i 8g . O l N� 86 1.90 . .O] 87 L .Ol *� 88 1. .0] ` 89 l.93 .0 9O l.94 .O] 91. l.95 .Ol � 92 l.96 .Ol 93 l.97 .0l 94 l.98 .0] 95 l.99 .01 N� 96 2.0O .O] 97 %.O1 .Ol 98 2.O2 .Ol Z.0 3 .Ol -- 1.00 2.O4 .O] iOl 1. 0 3 2.05 2.O6 .O1 .0] 1. O3 2.07 .Ol 1.04 2.08 .O] 1.05 2.09 .01 106 2. lO .O] l07 2.I1 .Ol 1.08 2.l2 .0] i� iO9 3.l3 .Ol l 2.14 .O] ill %.l4 .Ol ll2 2.l5 .O] l l3 % . l6 .Ol 11.4 2.17 .0l 115 2.l8 .0l A ll6 2.l9 ^ .0l [l7 2.2O .0l w� ow ��~ File DSKl:TA81.OUI174,l] printed o// 18-Sep-89 11:34:55 e 1 1.1.8 2.21 .Ol 119 2.22 .O] i20 2.J3 .O1 121 3.24 .0l 1.22 2.24 .Ol 123 2.25 .0] w� l24 %.26 .01 dw l25 2.27 L26 %.28 l27 2.29 .O] 128 2.30 .0l m� 129 2.31 .O] 130 3.31 .Ol ]� 131 2.32 .O] ~~ 132 Z.33 .Ol 133 2.34 .O] OR 134 Z.35 .Ol l35 2.36 .0] 1.36 3.37 .01. ow l37 2.37 .0l i38 2 38 . .Ol 1.39 2.39 .0l =m 1.40 2.4O .01 1.41 2.4l .n] m� l42 Z. 42 .Ol 143 2.42 .O] 1.44 2.43 .Ol , l�5 2 44 . . O\ l46 2.45 ' .Ol l47 2.46 .O] ' 148 2 .46 .0l 149 2.47 .0] l50 %.48 .Ol ' 151 2.49 ' l52 2.50 .OI l53 2.50 .0| 1.54 2.5l .Ol L~ 155 2.52 .0] -- i56 2.53 .0l 1. 57 2.54 .0] 1.58 2.54 .Ol l59 2.55 .0] l60 3.56 .01 161 2.57 Ol i62 2.57 .Ol l63 2.58 .0] ]� 1.64 l65 3.59 2.6O .01. .0l 1.136 2.6l .Ol l67 2.6l .O] .Ol 63 . Ol Z.64 .Ol l7] 2.64 .Ol i72 2.65 .Ol ' l 73 . 2 66 , 0l 1. 74 2.67 .Ol � 175 2.67 .01 l76 2.68 .01 w� ~ � le DSKl:IA8l.UUT[74,l] prznted oo l8-6ep-89 ll:35:l2 2.69 .0l l78 2.69 .0] L79 2.7O .0l l80 ' i81 3.72 .Ol 182 2.73 .O] � l83 2.73 .Ol -~ 184 2.74 .Ol L85 2.75 .Ol 1.86 2.75 .(^| l87 2.76 .Ol l88 2.77 .O] 1.89 2.77 .0l 190 2.78 .O] 'L 91 J.79 .Ol 1.92 2.8O .O] Im � 193 3.80 .Ol 194 2.8l .O] l95 2.82 .0l l96 4� .82 .01 l97 Z.83 .01. 198 2.84 .O] OR 1. 99 3.34 .Ol t� 200 2.85 .01 201 %.86 .01. 202 2.86 .O] on 20 3 2.8? .Ol 204 2.88 .Ol %05 2.88 ' .Ol 2O6 2.89 .Ol 2O7 3.9O .0l 208 2.91 .O] %O9 2.91 .0 3ll 2.93 .01. 2l2 2.93 .0l 213 2.94 .Ol 214 2.95 .Ol . 2l5 2.95 .Ol 216 2.96 .0] + 2'97 .Ol 218 2.97 .O] %19 2.98 .Ol g� 220 2.99 .0l 22l 3.99 .Ol ' 222 3.00 .01 223 3.00 .01 224 3.01 .01 325 3.02 .01 226 3.O2 .O] 227 3.O3 .0l 228 3.04 .0] 22 3.04 ^ 3 O4 ^ 230 3.05 .0l 3.06 .Ol � ' 232 ^ 3 O6 ^ O] 233 3.07 .Ol 234 3.08 235 3.08 .0l �� � File DSK1:TA81.OUT[74,l] printed on 18-Sep-89 11:35:30 �age 236 3.O9 .Ol � 237 3.09 .0l 338 3.10 .Ol ]� w� 239 3.11 .O] 340 3.11 .Ol 241 3.12 .O] w" �1 242 3.13 .Ol 243 3.1.3 .Ol 244 3.i4 .OI 245 3.1.4 .O] 246 3.15 .Ol / 247 3.16 .O] 348 3.16 .01 249 3.1.7 .01 350 3.13 .Ol 251 3.l8 .0] 352 3.19 .Ol N� 253 3.19 .01 354 3.2O .Ol 255 3.2l .0] 8� mw 256 3.2l .Ol 257 3.22 .01 258 3.22 .01. � 259 3.23 .01 �w 360 3.34 .01. 261 3.24 .O] %62 3.25 .01 ' 263 3.25 . .O1 364 3.26 .Ol 265 3.27 .Ol 266 3.27 .01 267 3.28 .0] 268 3.28 .0l 269 3.29 .Ol 27O 3.3O .Ol � 271 3.30 .O1 %72 3.31 .Ol 273 3.31 .0l %74 3.32 .Ol 275 3.32 .0] 376 3.33 .01 277 3.34 .O] ! 278 3.34 .Ol 279 3.35 .O] J8O 3.35 .Al ! 28l 3.36 .0] 282 3.37 .Ol 283 3.37 .0l . 284 3.38 .0l ' 285 286 3.38 3.39 .Ol .Ol 287 3"39 .0'.1 ' 288 3.40 .Ol +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ UNIT UM IT UNIT EFFECTIVE � PERIOD RAINFALL SOIL-LOSS RAINFALL 0� (NUMBER ) (INCHSS) /INCHES) ---------------------------------------- (INCHES) ---------------------------------- ,0057 .0056 ^OOOl �� .� � \\ « \ le DSK1 :IA8I.OUT[74,l] prznted oo l8-Sep-89 11. :35:47 Pa3e � �� 2 .0057 .0056 .00O � 3 .0057 .0057 .000I 4 .0058 .0057 .00Ol 5 .0O58 .O057 .000l -- � 6 ^ OO58 ^ OO57 ^ 0001 ? .0O58 .0057 .00Ol ^- 8 ~ OO58 ^ OO57 ^ OOOl 9 .0058 .00157 .000 ] � lO .0058 .0058 .O0Ol l] .0059 .0058 .0001. �� l2 .O059 .0058 .00Ol -- ' l3 , OO59 , �058 , 000]. 1.4 .0059 .0058 .00Ol K� l 5 ~ O059 .0058 .O0O] ~~ -- l6 ^ 0O59 ~ 0O59 ^ OOOl 17 .006O .0059 .0001, I 8 .006O .0059 .0001. 19 .0O60 .0059 .00Ol 20 .006O .0059 .00Ol 21 .0060 .0O6O "OOOl 22 .006l .006O .00Ol - 23 .006l . 0O60 , 000 l 24 .0061 .0060 .00Ol 25 .006l .0060 .0001. m� 26 .0061 .006O .00Ol 27 .O062 .0061 .O00l 28 .0062 .0061 .0001 @� 29 .O062 .006] .00Ol ' 30 .O062 ' .0061 ,0001. 31 .0O62 .0061 .0001. �� 32 0 0 62 .0062 .00Ol � 33 .0063 .0062 .0001. 34 .0()G3 .0062 .0001 35 .0063 .0O62 .0001. N� 36 .0 O63 .0062 .0001. 37 .0064 .0063 .00Ol 38 .0064 .0063 .O0Ol Q� 39 .0064 .0063 .000l -- � 40 .0064 . 0O63 . 0001 41. .0064 .0063 .0OOl 42 OO65 .0O64 .0001 43 .0065 . OO64 . 0 1 1) 0 / ' 44 .0065 .0064 .000l 45 .0065 .0064 .0001 46 .0065 .0064 .00Ol i 47 .0 0 66 .0065 .000l 48 .0066 .0065 .00Ol 49 .0O66 .0065 .000l ' ~~ \ 5O OO66 .vvno OO65 ,,,,, ~ 000 l 51 .0067 .0066 .0001 52 .0067 .0066 .00Ol � 5� °~~' « ���7 00�� �000l ^ 54 .0067 .0 0 66 .00Ol 55 .0068 .0067 .()0O] 56 .0068 .0067 .0001. � ' 57 , 0068 , OO67 , O00l 58 .0068 .0067 .0001 59 .0O69 .0068 .00Ol 1 6O .0069 .0068 .0001 � 91 �\ � fl F 0 J l D f1 0 DSKI:TA81.OU'TC74,' a printed on 18- Sep -89 11:36:09 9 �3 .00G9 .0068 . ()OO:I. G2 .007() .00G8 .0001 133 .0070 .0069 .0001. {: .0070 .0069 .000.1 65 .0070 .0069 .0001. 6G .0071 .0070 . () ()()'.I 67 .0071 .0070 .0001. 68 .0071 .007,0 .00 (ia 69 .0073 .0071 .0001 70 .0072 .0071 ?1 .0072 .0071 .0001. 7? .007; .0071 .0001. 73 .0073 .0072 .0001. 74 .0073 .0072 .0()():I '75 .0073 .0072 .0001 76 .0074 .0073 .0( ►():I. 77 .0074 .0073 .0001. 78 .0074 .0073 .000:1. 79 .0075 .0074 .000). 80 .0075 .0074 .0001 81 .0075 .0074 .0001. 82 .0071; .0075 .0001. 83 .007x .0075 .000). 84 .007E .0075 .0001. 85 .0077 .0076 .0001 86 .0077 .0076 .000 :1. 87 .0073 .0076 .0001. 88 .0078 .0077 •0001 89 .0078 .0077 .0001. 90 .0,079 .0078 .0001 91 .0079 .0073 .000:1. 92 .0080 .0078 .000]. 93 .00130 .0079 .0001 94 .0080 .0079 .0()()J. 95 .0081 .0080 .0001 96 .0081. .0080 .0()():I. 97 .0()82 .0081 .0001. 98 .0082 .0061 .0001 99 .0033 .0081 .0001 100 .0083 . 0082 .0001 1.01 .0084 .0082 .0001 .102 .0084 .0083 .0001 1.03 .0085 .0083 .0001. 104 IC .0084 05 .0036 .0084 .0001. 10C, .0086 .0085 .0001 107 .0087 .0085 .0001. 108 .0087 .0086 .0001. 109 .0088 .0086 .0001 11.0 .0088 .0087 .000:1. 1.11 .0089 .0087 .0001. 112 .0089 .0088 .0001. 113 .0090 .0088 .0001 114 .0090 .0089 .000 1.1.5 .0091 .0090 .0001 1. :1 C, .0091 .0090 .0(,'0:1. 1.1.7 .0092 .0091 .0001. .1.18 .0093 .0091 .0001. 1.19 .0094 .0092 .0001. 9 �3 1 E' 1.e DS K1:TA81.0UT174,:11._I printed on 1E ?-- Sep -C"' 11:; 13 631 :I.20 .0094 .0093 .0001. 131 .0095 .0093 .0001. 1.22 .00' .0094 .0001 123 .009C .0095 .000. 124 .0097 .0095 .0001 125 .0098 .009C 110001. 1.2 .0098 .0097 .0002 127 .009 .0098 .0002 128 .0100 .0098 ,0002 129 .0101 .0099 .00()13 1.30 .01 i)1 .0100 , 0002 131 .0103 .0101 .0()()2 1.32 .0103 .0102 .0002 133 .0104 .0103 , 00013 1.34 .0105 .0103 , 1)0C'13 135 .al oe . 0105 . 0002 :1 136 .0107 .010 .0002 137 .0108 .0107 .0002 1.38 .0109 .0107 .0002 13s) .0110 .0109 .000 1.40 10111 .0109 10()02 141 .0112 .0111 .0002 1.42 .0113 .0111 ,0002 243 .0115 .0113 .0002 144 .0116 .0114 .0002 145 .0133 .0131 .0002 pm 1 14G .0134 .0132 .0002 :147 .0136 .0134 .0002 148 .0137 .0135 .0002 149 .0139 .0136 .0() 02 1.50 .01.40 .0137 .0002 151 .0142 .0139 .0002 152 .0143 .0140 .0002 153 .0145 .0143 .0002 154 .0146 .0144 .0002 155 .0148 .0146 .00013 15G .0149 .0147 .0002 157 .0'152 .0149 .0002 158 .0153 .0151 .0 :2 159 .0156 .0153 . 0002 160 .0157 .0155 .002 161. .01 GO .0158 .0001; � ? 1. .0162 . {5159 . Oo02 ].G .0165 .0162 .00'r %'.:; 003 1.64 . 0 1. 67 .O I G4 .0 165 .0170 .O1G8 .O(: 16G .017 .01G9 .0003 167 .0176 .0173 .0() ' 168 .0178 .0175 .0003 169 .0183 .0180 1.70 .0195 .0182 0003 171. �, .0190 .0187 .00()::3 1.72 .0193 .0190 .0003 ' 173 .0199 .0196 .000"3 1.74 .0202 .0109 .0003 115 .0208 .020,E .0003 176 .0212 .0209 .000 177 .0220 .0217 .0003 1.178 , 0224 , 0221 .0003 a,a i le DSKl:IA8l.OUT[74,l] prznted on 18-Sep-E 11:3C- �age l| '�� 1.79 .0234 .0230 .0004 | l8O .0239 .0236 . 00O4 � ' - 8\ .O25l .0247 .0004 N� l82 . O258 .0254 .0004 / 183 .0273 .0269 .0004 { 184 .0382 .0278 .0004 1.85 .O222 .02I9 .0003 � 186 .0235 .0231 .0004 ; l87 .O267 .O262 .00O4 ' l88 . O287 , 0283 , 0004 0� l89 .O346 .0341 .0005 -- | l9O .O 39I . 0385 . O006 } 191 .0559 .0550 .0009 @� l92 . 0768 .0757 .001.2 � � ~~ 193 .2405 .0821 .158 ] 194 .0455 .0448 .0007 1.95 .0313 .0308 .0005 196 .0249 .0245 .0004 } ' 1.97 .0292 .0288 .0004 198 .0265 .0261 . 0004 l99 .O245 .0241 .0004 / -- 200 . O229 -- , O225 , 0004 ! 201 .0216 .0213 .0003 202 .0205 .0202 .0003 203 .0198 .0193 .0003 ! ` 204 .0188 .0185 .0003 205 .0180 .0178 .0003 0� 206 .0174 .017] .O0 03 ! 207 .Ol6O ' .0 1 66 .0 0 ' 2O8 .0163 .0161 .0003 M� 2O9 . Ol59 .0156 .00O2 � 2lO ^ 0l54 ~ Ol52 ^ 000" | 211 .0151 .0148 .0002 212 .0147 .0145 .0O0 2 21.3 .0144 .0141 .0002 / 214 .0141 .0138 .0002 Z15 .0138 .0136 .0002 2l6 .0l35 .0133 .0002 �l7 � , 0ll6 , 0ll5 , OOO 2 / 218 .0114 .0112 .0002 0� 219 .0112 .011O .0002 220 011O .0108 .0002 Y 221 .01.08 .0106 .0002 � 222 .0106 .0104 .0002 223 .0I04 .0IO2 .0002 � 1 �24 ~ OlO2 ~OlOO .0002 � 225 .0100 .0099 .0002 N� 226 .O099 .0O97 .O0O2 -- 227 . OO97 , OO96 , 0O0l � ' 22B .0096 .0094 .00Ol 229 , OO94 , O093 , 0001 230 .0093 .0092 .00Ol ] 23l ^ 0O92 .O090 .00Ol � ' 232 .009l . OO89 , 000 l 233 .0089 . , .0088 OO88 , 0001 � 234 . 0088 , OO87 , 00O l � 235 .0087 .0086 .00Ol 236 . 0O86 .0085 .000.1. .000.1. ' 1 337 .0085 ^ .0084 .00Ol . -- /� 2* I le DSKl:TA81.OUIL74 prznted on l8-Sep-89 l]:37�l8 238 .0 0R4 .0083 �Fll P, R 239 .0083 .0082 240 .0082 .008I 241 .0081 .0080 242 .0081 .0079 243 .0080 .0079 244 -0079 .0078 245 . .0078 .0077 346 .0077 .0076 247 .0077 .0076 248 .0076 .0075 249 .0075 .0074 250 .0075 .0073 251 .0074 .0073 252 .0073 .0072 253 .0073 .0072 254 .0072 .0071 255 .0071 .0070 256 .0071 .0070 257 .0070 .0069 258 .0070 .0069 259 .0069 .0068 Z6O .0069 .0068 261 .0068 .0067 262 .0068 .0067 263 .0067 .0066 264 .0O67 .0066 265 .0O66 .0065 266 .O066 ' .0065 267 .0O65 .0064 268 .0065 .0064 269 .0064 .0063 270 .0064 .0063 27l .0063 .0062 272 .0063 .0062 273 .0063 .0062 274 .0062 .0061 275 .0062 .0061 276 .006l .0061 277 .0061 .0060 378 .0061 ,0060 279 .0060 .0059 280 .0060 .0059 281 .0060 ,0059 282 .0O59 .0053 283 .0059 .0058 284 .0059 .0058 285 .0058 .0057 286 .0058 .0057 287 .0058 .0057 288 .0057 .0056 }age l� .00Ol .00Ol .00Ol .000l .O00l .O00l .0OOl .00Ol .0OOl .00Ol .000l .000l .000l .000l .00Ol .000l .00Ol .000l .0OOl .00C] .0001 .00Ol .0OOl .00Ol .0O0l .00Ol .00Ol .0O0l .000l .00 Cl l .00Ol .00Ol .00Ol ,O00l .0OOl .00Ol .00Ol .0OOl .000I ' ,0003 .0O0l .00O] .00Ol .00Ol .00Ol .0O0l .00Ol .0OOl .0O0l .0O0] .00Ol TOTAL SOIL RAIN LOSS (IN) = 3.19 TOTAL EFFECTIVE RUNOFF (IN) � --------------------------------------------------------------------------- TOTAL SOIL--LOSS VOLUMC(ACBE-FEET) = l.6079 TOTAL STORM RUNOFF VOLUME(ACRS-EEST) = .1048 --------------------------------------------------------------------------- �� \� 1 | 1e 0SKl:IA8l.OUT[74,l] printed on l8-Sep-89 11:37:40 Page 13 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++ ++++++++ + 34-H0 UB STOBM @� RUNOFF HYDBOGBAPH ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~ Hydrograph in 5. -minute intervals(CFS) �- - - - - - - Time(H+M) - - - - -- - - -- - -- - --- Volume(AE) -- - - - -- - - - - Q(CFS) - - - - - - - - - - - - - - - -������������������������������ O. 2.5 5.0 ?.5 lj.O -----------------------_---_---------------------_-----_---------------_--- O+ 5 0.0000 0.00 P O+lO 0.0000 O.00 Q W� 0+15 0.0000 0.00 p \ -- 0+20 .0001 .Ol Q 0+35 0+30 °0001 .0002 .O] .01 P Q i 0+35 .0002 .Ol Q 0+40 .0002 .01 Q 0+45 .0003 .Ol Q 0� 0+50 .0003 .Ol Q 0+55 .0004 .Ol P | | \ | l+ 0 .0004 .Ol l+ 5 . 0O05 . Ol p \ | | \ l+lO .0005 .Ol Q 1+15 .0006 .Ol U \ \ | 1+20 .0006 .01 Q 0� 1+25 .0007 .01 q l+30 .0007 1+35 .0007 .{>l Q 1+40 .0008 .Ol Q -- 1+45 .0008 .Ol 1+50 1+55 .0009 .0009 .Ol .O] P m� 2+ O .0010 .Ol ^ Q | | ! 2+ 5 .00I0 ,Ol p > | | 2+lO .0011 .01 Q 2+l5 .0011 .Ol Gj | � 2+2O .0012 .01 Q | 3+25 .0012 .Ol ~� 2+30 .0013 .01 Q 2+35 .0013 .Ol p 0� 2+40 2+45 .0014 .0014 .01 .OI Q p \ | | | 2+50 .0015 .01 Q \ | ! \ 2+55 .00I5 .01. p \ | | | 3+ 0 .0016 .Ol Q \ | N� 3+ 5 .0016 .01 P 3+10 .0017 .Ol Q 3+15 .0017 .Ol p 3+20 .0017 .0l Q 3+25 .0018 .Ol P \ | | | 3+30 .0018 .Ol Q | 3+35 .0019 .Ol p ! 3�-40 .0019 .01 Q 3+45 .0020 .01 p } ! 3+50 .0030 .Ol Q 3+55 .0021 .Ol P 4+ O .0022 .Ol Q } \ | | � / le DSKl:IA8l. OUT [74,l] prznted on 18-6ey-89 11:38: 4+ 5 .O022 .Ol Q ] A+lO .0023 .01 O 4+15 .0023 .01 Q \ | | | 4+20 .0024 .01 P | 4+25 .0024 .Ol Q \ \ | } ' 4+30 .0025 .01. Q 4+35 . 0035 . 0i Q 4+40 .0026 .Ol p | 4+45 .0026 .Ol Q 4+50 .0027 .Ol QV | | | ! -- 4+55 .0027 .Ol QV \ | | i 5+ O .0028 .01 QV ) | \ \ ' 5+ 5 .00 .01 QV Q� 5+10 OO29 0l QV | � +15 .0029 .01 QV � 5+20 .0030 .01 QV 5+25 .0030 .01 QV | | 5+30 .0031 .Ol QV � 5+35 .0 0 32 5+40 .0O32 .Ol PV | -- 5+45 .0033 .01 QV ! 5+50 .0033 .0 5+55 .0034 .Ol QV 0� 0 6+ ^ 0O34 ^ 0l QV ' ~� � 6+ 5 .0035 .Ol QV \ | | | . 6+10 .0035 .Ol Oki � } 6+15 .0036 .01 QV 0� 6+20 .0037 .01 QV � 6+35 .0037 6+30 .0038 .'Ol QV B� 6+35 . 0038 . O1 QV ( 6+40 .0039 .Ol g / 6+45 .0039 .Ol QV 6+50 .0040 .Ol QV m� � 6+55 .0041 .01 QV | \ | 7+ O 0041 7+ 5 .0042 .Ol QV 7+10 .0042 .01 Qy | | / 7+15 .0043 .Ol QV | ' 7+20 .0044 .01 PV � . OO44 . 0l QV . 7+30 .0045 .01 QV � 7+35 .0045 .Ol QV @� 7+40 .0046 .Ol QV | | } 7+45 .0047 .01 QV � i 7+50 .0047 .Ol pV � 7+55 .0048 . QV � ) 8+ O .0048 .01 QU \ \ ) | ~~ 8+ 5 .0049 .Ol QV � 8+l0 .0050 .01 QV � } 8+15 .0050 .Ol QV � 8+20 .0051 .Ol QV | ) | | . � 8+25 .0052 .0l QV \ | 8+3O .0052 .Ol QV ) | \ I 8+35 .0053 .01 Q V \ | | | � 8 - 4O ^ 0054 .0l Q V � 845 0054 8+50 . 0O55 ~ 0l Q V . . . . � , 8+55 .0056 .Ol Q V ) | | J | � - l ' 1 U -- vi aT&81 ( 74 I l printed ors 18- Sep -89 11:38:39 1, age 1� c:)+ 0 .0056 .01 + 1 v { { 9+ 5 .0057 .01 p V { { 9 +10 .0058 .01 0 v { I 9 +15 .0058 .01 P V i I 9 +20 .0059 .01 Cl V 9 +25 9 +30 .0060 .0060 .01 .01 p Q V v I { I I 9+35 .0061 .01 0 v { 9 +40 .0062 .01 8 v I I 9+45 .006:: . 01 P V { i 9 +50 .0063 .01 v 9+55 . OOG4 .01 C1 v { I 1.0+ 0 .0064 .01 t 1 V I I 10+ 5 .0065 .01 0 V I I 10 +10 ,OOGG .01 t1 v I { 1.0 +15 .00G7 SR 10 +20 .00G7 .01 0 v 1 I 10 +25 .0068 .01 0 V { { ' 10 +30 .0069 10 +35 .0070 .01 0 V :I.+40 0 .007( .01 9 'J I I 10 +45 .0071. .01 1) V { I 10 + 50 .0073 .01. Q v 10 +55 .0073 .01 1) V 1.1+ 0 .0074 .01 C1 v { 11+ 5 .0074 .01 0 V I 11 +10 .0075 .01 C1 v { 11 +15 .0076 .01 0 v { 11 +20 .0077 .01 0 v { 11 + 25 .0078 ..0 Q V I 11 +30 .0078 .01 C1 v I 11 +35 .0079 .t ?1 P V { 1.1 +40 .0080 .01 C1 v { 1.1 +45 .0081 V I 11 +50 .008" .41 C1 V { 11 +55 .0083 .01 0 v { 12+ 0 .0084 .01 11 V { 12+ 5 .0084 .01 0 V { j 12 +10 .0085 .01 8 V { :1.2 +15 .0086 .01 0 v 1'2 +20 .0087 .01 a V I 1.2 +25 .0088s .02 0 V { 1. ',u +30 .0089 .02 0 V I 12 +35 .0090 .02 0 v I 12 +40 .0092 .02 0 V 1 12 +45 .0093 .02 0 V j ' 1.2 +50 .0094 .02 0 V I 12 +55 .0095 .02 v I 13+ 0 .0096 .02 0 V { 13+ 5 .0097 .02 C? V { 13 +10 .0093 .02 8 V I 1.3 +15 .0099 .02 0 V I 13 +20 .0101 .02 0 V I 13 +25 .0102 .02 0 V I 13130 .0103 . 02 1.1 V I 1,1 +35 .0104 .02 P t' I 13 +40 .01015 .02 0 v i 13 +45 .0107 .02 P V { I.3 +50 .O:L 03 .0 8 v I 1 1� le LIS}:1:TA81.OUTC74,1J printed on 18-Sep-a9 11:38:54 1'::a`1e= 16 1.3 +55 .0109 . 01) Q v 14+ 0 .0111 .0 2 1 4+ 5 .0112 .02 a v I { I 14 +10 .01.13 .02 t7 t! 14 +15 .0115 .02 U v I I I I 1.4 +20 .01.1 C, .0 0 V 1.4 +25 .0118 .02 a V 14 +30 .0119 .02 0 l! I I I I 1.4 +35 .0121 .0'? it v ► I i i 14 +40 .01 22 .02 C? l' I I I 3' 14 +45 .01:34 .02 0 V 14 +50 .0126 .02 P l! I I I 1.4 +55 .0127 .0 2 0 V I I ( I 1 5+ 0 .0129 .03 0 15+ 5 .0131 .03 Q V I I I I 15 +10 .0133 .03 0 V I I I I 15 +15 .0134 .03 Q 'J I ( I ( I { I 15 +20 .0136 .03 0 V I 15 +25 .0138 .03 Q !1 ( I I g I 1 5 +30 .0141 .03 0 u I I I 15 +35 . .03 U v I 15 +40 .0144 .03 11 V 15 +4.5 .0146 .03 Q V ( I I I 15 +50 .0149 .03 0 V I I I 1; + 55 .0151 .04 11 V 16+ 0 .0154 .04 Cj V 16+ 5 .0184 .43 l f1 V ( I I { 16 +10 .0327 2.09 I p I l! ( I 1.6 +15 .0583 4.32 1 --- I 0 V I i V I +'� 16 ..0 .0808 3. 1.6 +25 .0909 1.47 ( (1 I l ,� 1. G +30 .0952 .62 I t7 I 1 I v I 1.6 +35 1G +40 .0966 .0974 .12 Co I I I I 16 +45 .0981 .10 Q I 4 R 1G+50 .098:3 .03 n I i +55 .0985 .03 0 I V I .' 16 17+ 0 .0986 .02 0 I ( ( '•1 I 17+ 5 .0988 .02 0 I i I V ' 17 +10 .0989 .02 0 I I I v I 1.7 +15 .0991 .U2 0 ( I 17 +20 .0992 .02 C) 17 +25 17 +30 .0994 .0995 .02 .02 it 0 i i I la I 17 +35 .0996 .02 C1 I I I !) I V 17 +40 .0997 .02 n i I I 17 +45 .0998 .02 0 i I I v I V I 1.7 +50 .1000 .02 Gk I i I v I 17 +55 .1001 .02 0 I I I I v I .18+ 0 .1002 .02 (� i I 18+ 5 .1003 .t)2 18 +10 .1004 .02 P 18 +15 .1005 .01 a I I i V 18 +20 .1006 .01 r)1 ( 8 ( I I I I v I 1.8 +25 .1007 . 4 ' I 1.8 +30 .1008 .01. P +. J I 1.8 +35 .1008 .01 0 I I I V I 18 +40 .1009 .01 p I ( I 18 +45 .1010 .()1 0 I I I V I as le L►SI,l:TA81.C:►UTC74,11 printed on 1E'- anp -89 1.1:39:21 1.8 +50 .1011 .01 Cl ! ! ! t) I 18 +55 .1013 .01 0 I I i v i 19+ 0 .1013 .01 a ! I I ''d i 19+ 5 .1013 .01 0 I I i v I 19 +10 .1014 .01 Q ! ! I v 19 +15 .1015 .01 0 ! I I v I 19 +20 .1015 .01 [1 ! I i t; 1.9 +25 .1016 .01 1) ! I I V I 1.9 +30 .1017 . 01 Q 1.9 +35 .1018 .01 f? I i I �► i 1.9 +40 .1019 .01 0 19 +4 j I � 19+45 1.9 +50 .1020 .01 ! I I U i 19 +55 .1020 v I 20+ 0 .1021 .01 Q I I i ►; i W0+ 5 . 1022' .01 P 1 I I ;' i 20 +10 .1022 .01 Q I I I '•%I 20 +15 .1023 .01 0 I I I v ! 20 +2 .1024 . 0L 0 20 +2 . 1 0 24 v� I I I 1 Q0 +30 .1025 .a V 1 Q i i i I 2 0 +35 .1025 .01 0 ! I I I 20 +40 .1026 .01 Q 20 +45 .1027 . 01. P V I 20 +50 . 1027 .01 Q I I I I 20 +55 .1028 . o1 [1 8 � 1+ 0 .1029 ►.1 21+ 5 .1029 .01 P I I i V 2 1 +10 .1030 .cal n I i i VI M1 +15 .1030 ..01 n ! I I vi 21 +20 .1031 .01 fl ! I I `) I 21 +25 .1031 .01 0 21 +30 .1032 .01 Q I I I ► �I 21 +35 .103' . 01 n ! I I 1 2 +40 .1033 .()l Q I I !I 21 +45 .1033 .01 0 I I I 21 +50 .1034 .01 0 i I I `) 3 21 +55 .1034 .01 0 ( I I vi 22+ 0 .103.E .01 U I I I v 22+ 5 .1036 .01 f) 22 +10 .1036 .01 a ! I i V I 22 +15 .1037 .01 f) ! I I V 22 +20 .1037 .01 Cl ( I I U I 22 +25 .10 .01 0 I i i i 22+30 .1038 .o1 a I ( I ) i 22 +35 .1039 .01 P 22 +40 .1039 . Ll 22 +45 .1040 .01 0 I I I vi 22 +50 .1040 .01 Cl ! I I vi 5 .1041 .� [� ! I l V I +�0 .1041 , +?1 Cl I I I �� 3 +10 .104' . U V ? 3 2 3 +15 .1042 .01 1) ! I i VI 23 +20 .1043 . Q I I ( v 23 +25 .1043 .01 to I I i v i 23 +30 .1044 . a I I ( U til i 23 +35 .1044 .01 8 ! I 1 I 2.3 +40 .1045 .01 0 I I I VI a` 3 le DSK1:IA8l.OUIL74,l] printed on l8-Sep ll�39:47 Page }» 0� 23+45 .1045 .01 Q | | ) V) � 23+5O lO46 .0] P � 23+55 0 . 10 .0l Q \ \ \ V\ ^ � v | -- -- ) � 24+ 0 .1047 . 01 p . . V { 24+ 5 .lO47 .Ol Q i V \ ` 24+10 .l047 .0l Q | | | � 24+l5 .l048 O.00 Q ( � � V\ V � 34+20 .1048 0.00 U/ � 24+25 .I048 0.00 Q | � \ | 1 24+30 .1048 0.00 Q Vl m� 3�+35 .lO48 0.00 V -- ~ ^ ~~ '- � \ \ � � 24+40 .I048 0. 00 p _ +++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++ ` ~~ � � � v � SUMMARY UNDER EXISTING CONDITIONS, THE Q WILL BE ASJOLLOW: 1 1. FROM THE UNIT HYDROGRAPH FOR 100 YEAR, 24 HOUR STORM: Q100 = 13.11 CFS 2. FROM THE UNIT HYDROGRAPH FOR 25 YEAR, 24 HOUR STORM: Q25 = 9.31 CFS 3. FROM THE UNIT HYDROGRAPH FOR 10 YEAR, 24 HOUR STORM: a Q10 = 6.98 CFS I 1 4. FROM THE UNIT HYDROGRAPH FOR 2 YEAR, 24 HOUR STORM: Q2 = 4.32 CFS t 9 d 9 9 a� HYDROLOGY STUDY FOR TRACT 13597 HYDROGRAPH ROUTING HYDROGRAPH ROUTING FOR 100 YEAR STORM HYDROGRAPH ROUTING FOR 25 YEAR STORM HYDROGRAPH ROUTING FOR 10 YEAR STORM HYDROGRAPH ROUTINGFOR 2 YEAR STORM a? HYDROLOGY STUDY FOR TRACT 13597 HYDROGRAPH ROUTING HYDROGRAPH ROUTING FOR 100 YEAR STORM 7v� l File DSKl:TONYl.OU'T[ printed on 09- Jun - 89 09:30:43 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) Ci.vilC. --id /C �Ci.vi11)esign. 198I3 ' Hydrology Stud) Irate: 6- 6-89 � y ._ . y Page 1. --------------------------.---.--------__-____--,------- ____- _--------- ______ - -_. HYDROGRAPH ROUTING FOR 100 YEAR CITY OF FON'TANA - COUNTY OF SAN BERNARDINO _________________--_----------------------------------- ___---- _______.- _______ ******* *** AAA ** * * ;k * * * * * * * * *HYDROGRAPH INFORMATION *************************** FROM STUDY /FILE NAME: TAI.RTE DATA ** * ** * * * * ** ** *** ****** ** **** * ** * Number of Intervals = 295 * * Time Interval = 5. (Min.) * Maximum /Pr-.ak Flow Rate = 19. (CFS) Total Volume = 2.67 Acre Feet Status of hydrographs being held in storage: * Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 * * NO NO NO NO NO * • 4•+ i•• F + +•1• + + +•Mt + +•i• + + +.... +•f• +•4 • F+++• F+++• F•+• f•+• h++• F+++++++++++++ •f• ++•F + + +.i• +•F +•F + +.+...4- ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Process from Point /Station 1.00 to Paint /Station 2.00; AAA RETARDING BASIN ROUTING **)k ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** User entry of Deptfi - Outflow - Stor 33e riata Total number of inflow hydragraph intervals = 295 Hydrograph - time unit(Min.) = 5.000 Initial Depth(Feet) in storage basin = .15 --------------- --------------------------------------------------------------- _ .___..._________- ___- .______ - -- __-_-..--..-_______ _.__________________ _______ -._. Initial Basin Depth (Ft.) = .1.5 Initial Basin 13tara Feet) _ .01 Initial Basin Outflow(CFS) = 9 6 __________ _____- .____________- .__- .. -_ -_- 7- �---___- _____--------- _- _____.________ ______________________-..-----__---_-___--_-____ _______------ ______________ - -._ Depth VS. Storage and Depth VS Discharge Data: Basin Depth Storage Outflow (S- O *DT /2) (S +O *DT /2) (Feet) (Acre Feet) (CFS) (Acre Feet) (Acre Feet) .000 .000 .000 .000 .000 �� U File DSK1:IONYl.OUI[74,1] printed on 09-Jun-89 09:31:00 Page 2 +_ 1.500 .139 9.630 .106 .172 RR 2.500 .294 13.620 .247 .341 4 --------------------------------------------------------------------------- AAAAA AA Ah A*AAA A;k;k;k;k*;k;kHXDBOGBAPH STORAGE BASIN BOUTINGAA;k;k;k;kA;k;kAk;kA;kA;k;k;kAAA;k � �~ Graph Values: "I"= Unit lnflow; "O"=8utflow at time shown ---------------------_---------- ---_--_----_-------_--_-----------------_- - Time Inflow Outflow Storage Depth (Hours) (CES) (CFS) Acre Ft .O 5. 10. 14. 19. (Feet) .083 0.0 .4 .006 O . . . . .1 .I67 .2 .3 .004 O . . . . 0.0 .250 .5 .3 .005 O . . . . .l m� .333 .7 .4 .006 0 . . . . .l � .417 .8 .6 .008 OI . . . . .l 60 .500 .8 .6 .009 .O . . . . .l .583 .8 .7 .OlO .O . . . . .l PM � . 667 . 8 . 7 . 0ll . . . . O . . l 6o .750 .8 .8 .011 .O . . . . .l .833 .8 .8 .011 .O . . . . .l w� .917 .8 .8 .011 . O . . . . .1 � 1.000 .8 .8 .012 .O . . . . .l 1.083 .8 .8 .012 .O . . . . .l 1.167 .8 .8 .012 .O ~ . . . .l 1.250 . 8 .8 .012 .O . . . . . l 1.333 . . 8 . 8 . 0l2 .O . . . . .l 1.417 .8 .8 .01.2 .D 1.500 .8 .8 .012 .O . . . . .l Q� 1.583 .8 .8 .012 .0 1.667 .8 .8 .012 .O . . . . .l 1.750 .8 .8 .012 .O . . . . .l 1.833 .8 .8 .012 .O . . . . .I 1.91.7 .8 .8 .01.2 .O . . . . .l 2.000 .8 .8 .012 .O . . . . .l 2.083 .8 .8 .012 .D . . . . .l km 2.167 .8 .8 .012 .O . . . . .l 2.250 .8 .8 .012 .O . . . . .1 2.333 . 8 .8 .012 .0 � 2.417 .8 .8 .012 .O . . . . .l 2.500 .8 .8 .012 .O . . . . .1 2.583 2.667 .8 . 8 .B .8 .012 .012 -O . . . .0 . . . . .1 . . J. 2.750 .9 .8 .012 .O 2.833 .9 .8 .012 .O . . . . .l 2.917 .9 .9 .012 .O 3.000 .9 .9 .012 .O . . . . .l 3.083 .9 .9 .012 .O . . . . .l 3.167 .9 .9 .012 .O . . . . .l .3 .250 .9 .9 .012 .0 3~333 .9 .9 .012 .O . . . . .l 3.417 .9 .9 .012 .D . . . . .l 3.50O .9 .9 .012 .O . . . . .l ~~ 3.583 .9 .9 .013 .O . . . . .l 3.667 .9 .9 .013 .O . . . . .l 3.750 .9 .9 .013 .O . . . . .l 3.833 .9 .9 .013 ` .O . . . . .l 3.917 .9 .9 .013 .O .l *� 4.000 .9 .9 .013 .O . . . . .l � �~ File DSK1 :IONYl.OUI[74,l] printed on 09-Jun-89 09:3l:24 Page 3 4.083 .9 .9 .013 .O . . . . .l 4.1.67 .9 .9 .013 .O . . . . .l 4.250 .9 .9 .013 .O . . . . .l 4.333 .9 .9 .013 .O . . . . .l 4.417 .9 .9 .013 .O . . . . .l -� 4.500 .9 .9 .013 .O w� 4.583 .9 .9 .013 .O 4.667 .9 .9 .013 .O . . . . .1 mw 4.750 .9 .9 .013 .O . . . . .l �! 4 �33 . . 9 . 9 . Ol3 . . O . . . .l 4.917 .9 .9 .013 .O . . . . .l 5.000 .9 .9 .013 .O w� ' 5.083 .9 .9 .013 .O . . . . .l Im 5.167 .9 .9 .013 .O . . . . .l 5.250 .9 .9 .013 .O . . . . .l w� 5.333 .9 .9 .013 .O ' 5.417 .9 .9 .013 .8 . . . . .l 5.500 .9 .9 .013 .O . . . . .1 5.583 .9 .9 .013 .O . . . . .l 5.667 .9 .9 .01.3 .O . . . . .l 5.750 .9 .9 .013 .O . . . . .l 5.833 .9 .9 .013 .O . . . . .l . 5.917 . 9 . 9 . 0l3 O . . . . . . l 6.000 .9 .9 .013 .O 6.083 .9 .9 .014 .O . . . . .l 6.167 .9 .9 .014 .O . . . . .l 6.250 . 9 .9 .014 .0 6.333 1.0 .9 .014 .O . . . . .l 6.417 1.0 .9 .014 .O . . . . .l kJ 6.500 1.0 1.0 .01.4 .O 6.583 1.0 1.0 .014 .O . . . . .l 6.667 1.0 1.0 .014 .O . . . . .l 6.750 1.0 1.0 .014 .O . . . . .l 6.033 1.0 l . O .014 .0 6.917 1.0 1.0 .014 .O . . . . .2 w� 7.000 1.0 1.0 . Ol4 .0 XJ 7.083 1.0 1.0 .014 .O . . . . .2 7.167 1.0 1.0 .014 .O . . . . .2 7.250 1.0 1.0 .014 .O . . . . .2 7.333 1.0 1.0 .014 .O . . . . .2 7.417 1.0 1.0 .014 .O . . . . .2 7.500 1.0 1.0 .014 .O . . . . .2 7.583 1.0 1.0 .OlA .O . . . . .2 7.667 1.0 1.0 .014 .O . . . . .2 7.750 1.0 1.0 .014 .O . . . . .2 7.833 1.0 1.0 .014 .O . . . . .2 J0 7 . 9l7 . 1.0 1.0 .015 .O . . ~ . .2 8.000 1.0 1.0 .015 .O . . . , ,2 8.083 8.167 1.0 1.0 1.0 1.0 .015 .01.5 .O . . .O . . . . .2 . . .2 m� 8.250 1.0 1.0 .015 .O . . . . .2 8.333 1.0 1.0 .015 .O . . . . .2 8.417 1.0 1.0 .015 .O . . . . .2 8.500 1.0 1.0 .015 .O . . . . .2 8.583 1.0 1.0 .015 .O . . . . .2 8.667 1.0 1.0 .01.5 .O . . . . .2 . 8.750 ~ l l . l O .Ol5 . .O . . . . .2 8.833 1.1 1.0 .015 .O . . . . .0 8.917 1.1 1.1 .015 .O . . . . .2 �\ % W� � f:i1e DSK1:TONY1.OUTC74,11 printer on 09- Jun -89 09:31:50 Page 4 9.000 1.1 1..1 .015 .0 - .2 9.083 1.1 1..1 .015 .0 . • . 9.167 1.1 1.1 .015 .0 .y 9.250 1.1 1.1 .015 .O . » . ., 9.333 1.1 1..1 .016 .0 • .1 9.417 1.1 1.1 .016 .0 • • •2 9.500 1 . 1 1.. 1 .016 .0 ., • . . 2 9.583 1.1 1.1 .01.6 .0 . • .2 9.667 1.1 1.1 .016 .0 . 2 9.750 1.1 1.1 .016 .0 . • .2 9.833 1.1 1.1 .016 .0 .2 9.917 1 . 1 1.1 .016 .0 . 2 10.000 1.1 1.1 .016 .0 .2 .10.083 1.1 1.1 .016 .0 .2 10.167 1.1 1.1 .016 .0 - .2 10.250 1.1 1.1 .016 .0 , • .2 sir 10.333 1.1 1.1 .016 .0 .2 10.417 1.2 1.1 .01.6 .0 . »2 P"! 10.500 1.2 1.1 .017 .0 - - .2 10.583 1.2 1.2 .01.7 .0 . - • .2 10.6G7 1.2 1.2 .017 .0 . . .s 10.750 1.2 1.2 .017 .0 . » . 10.833 1.2 1.2 .017 .0 .2 10.917 1.2 1.2 .017 .0 » 2 11.000 1.2 1.2 .017 .0 - .2 ^ 1.1 .083 1.2 1 . 2 .017 .01 . • • 2 11.167 1.2 1.2 .017 .01 . .2 11.250 1.2 1.2 .017 . 0 , 2 11.333 1.2 1.2 .017 . 0 .2 im 11.417 1.2 1.2 .018 . 0 . .2 11.500 1.2 1.2 .018 . 0 . • 3 1.1.583 1.2 1.2 »018 . 0 • • .2 1 1 . GG7 1.3 1.2 .018 . 0 •2 11.750 1.3 1.2 .018 . 0 2 11.833 1.3 1.3 .018 . 0 • .2 11.917 1.3 1.3 .018 . 0 . •2 12.000 1.3 1.3 .018 . 0 . .2 12.083 1.3 1.3 .018 . 0 . » • . 1.167 1.2 1.3 .018 . 0 . .' 12.250 1.2 1.2 .018 .10 . . 2 11 1 . 1 1.2 .017 .10 • . 12.417 1.1 1 *2 .017 .0 - *2 12.500 1.1 1.1 .017 .0 12.583 1.1 1.1 .01.6 .0 . - .2 12.667 1.1 1.1 .016 .0 . 12.750 1.1 1.1 .016 .0 2 3 12.833 1.2 1.1 .016 .0 . . 12.917 1.2 1.2 .017 .0 . . .2 13.000 1.2 1.2 .017 .0 it .2 13.083 1.2 1.2 .017 .01 13.167 1.2 1.2 .017 .01 .2 13.250 1.2 1.2 .017 . 0 , .2 13.333 1.3 1.2 .018 . 0 .2 13.417 1.3 1.2 .018 . 0 .2 13.500 1.3 1.3 .018 . 0 2 e� 13.583 1.3 1.3 .01.8 . 0 • 2 13.667 1.3 1.3 .019 . 0 . .2 13.750 1.3 1.3 .019 . 0 . .2 13.833 1.4 1.3 .019 . 0 . - 2 r� File DSI -' %l :TONY I.OUTL74,1] printed on 09- Jury -89 09:32 :15 Page `:, 13.917 1.4 1.3 .019 . 0 . .2 1.4. 000 1.4 1.4 .020 . • 2 14.083 1.4 1.4 .020 . 0 . .2 " 14.167 1.5 1.4 .020 . 0 . , 2 " 1.4.250 1.5 1.4 .021 . 0 .2 2 14.333 1.5 1..5 .021 0 , , 14.417 1.6 1.5 .022 . U . 2 14.500 1.6 1.5 .022 . 0 .2 14.583 1.6 1.6 .023 . U .2 W 14.667 1.7 1.6 .023 . 0 . • 2 14.750 1.7 1.6 .024 . 0 . . .3 14.833 1.8 1.7 .024 0 • .3 14.917 1.8 .1..7 .025 . 0I .3 15.000 1.9 1.8 •026 . 01 . , . •3 15.083 1.9 1.8 .026 0 .3 ?: 15.167 2.0 1.9 .027 0 , •3 15.250 2.1 2.0 .0; ?8 0 .3 15.333 2.2 2.0 .029 0 .3 15.417 2.3 2.1 .030 0 . .3 15.500 2.3 2.2 .031 0 M 3 15.583 2.2 :; . 2 .032 0 . . .:3 15.667 2.2 2.2 .032 w U , .3 15.750 2.4 2.2 .032 01 15.833 2.9 2.4 .035 0 . , .4 15.917 :3.6 2.7 .0=39 0 I . .4 16.000 5.0 3.3 .048 0 1 . .5 16.083 8.3 4.6 .067 . 0. 1 . . .7 16.167 15.3 7.4 .107 0 .I 1.1. 16.250 19.2 10.3 .165 0 1 1.7 16.333 13.0 0 I 1 .9 16.417 6.7 11.0 .193 1 U . 1 .8 16.500 16.583 3,8 2.9 10,1 8.1 .156 .117 I . q . 1 0 . . 1.6 1.3 16.667 2.5 6.0 .087 . 1 0 , 9 1.6.750 2.1 4.6 .066 I 0. . .7 16.833 2,0 3.6 ,052 1 0 , • .6 16.917 1.8 3.0 .043 10 . . .5 17.000 1.7 2.5 .036 . 1 0 . . .4 17.083 1.7 2.2 .03'1 . 10 . .13 17.167 1.6 2.0 .028 Tq . ,3 17.250 1.5 1.8 .016 . 10 • .3 17.333 1.5 1.7 .024 . 0 .3 17.417 1.4 1.6 .023 . q 2 17.500 1.4 1.5 .022 . 0 . .2 17.583 1.3 1.4 .021 . 0 w .2 17.667 1.3 1.4 .020 0 . 17.750 1.2 1.. 3 .019 : q . . .2 17.833 1.2 1.3 .019 . 0 . 17.917 1.2 1.3 .018 .10 .2 18.000 1.1 1.2 .018 .I0 18.083 1.1 1.2 .017 .0 . . 18.167 18.250 1.2 1.2 1..2 1.2 ,017 .017 .0 .01 . . 3 18.333 1.3 1.2 .017 . 0 . . . .2 ' 18.417 1.3 1.2 .018 . 0 M . . .a 18.500 1.3 1.2 .018 . 0 .2 18.583 1.3 1.3 .018 . 0 • 18.667 1.2 1.2 .018 . 0 . • 18.750 1.2 1.2 .018 . 0 . . •2 File DSF:1 : TONYl .OLJTL74, 11 printed on 09- Jun -89 09:32:44 Page 6 18.833 1.2 1.2 .O:18 0 :: 18.917 1.2 1 .2 .018 , I O . . .2 19.000 1.2 1.2 .017 .IO • .2 19.083 1.2 1.2 +017 .0 . . . 2 19.167 1.2 1.2 .017 .0 .2 19.250 1.1 1.2 .017 .0 .2 19.333 1.1 1.2 .017 .0 2 19.417 1.1 1..1 .01.7 .0 .2 19.500 1.1 1.1 .016 .0 .2 1.9.583 1.1 1.1 .01.6 .0 , . 2 19.667 1.1 1.1 .016 .0 . .2 19.750 1.1 1.1 .016 .0 . . .2 19.833 1.1 1.1 .016 .0 2 19.917 1.1 1 +1 .016 .0 . . 20.000 1.1 1.1 .015 .0 . .2 20.083 1.0 1.1 .01.5 .0 . .2 20.167 1.0 .1.1 .015 .0 . . .2 0.250 1.0 1.0 .015 .0 �+ 20.333 1.0 1.0 .015 .0 . . . 20.417 1.0 1..0 .015 .0 . . . , .2 20.500 1.0 1.0 .015 .0 + • .. 20.583 1.0 1.0 .015 .0 . .2 20.667 1.0 1.0 .015 . 0 . .2 20.750 1.0 1.0 .014 .O . 2 20.833 1.0 1..0 .014 .0 20.917 1.0 1.0 .014 .0 . .2 j 21.000 1.0 1.0 .014 .0 .2 21.083 1.0 1.0 .014 .0 » . .2 21.167 1.0 1.0 .014 .0 . .2 „ 21.250 .9 1.0 .014 ,0 . .1 21.333 .9 1.0 .014 .0 .1 21.417 .9 .9 .014 .0 . . .1 I" 21.500 .9 .9 .014 .0 .1 21.583 .9 .9 .014 .0 .1 21.667 .9 .9 .013 .0 .1 A� 21.750 .9 .9 .013 .0 . • .1. iii 21.833 .9 .9 .013 .0 . .:I. 21.917 .9 .9 .013 .0 .1 e 22.000 .9 .9 .013 .0 . .1. 22.083 .9 .9 .013 .O 22.167 .9 .9 .013 .0 . .:i. 22.250 .9 .9 .013 .0 22.333 9 .9 .013 .0 . .l 3 22.417 .9 .9 .013 .O • , •1 22.500 .9 .9 .013 .0 . . . ]. 22.583 .9 .9 .013 .0 + 1- 22.667 .9 .9 .013 .0 ..I. 22.750 .9 .9 .013 +0 . . .l 3 22.833 22.917 .9 .9 .9 .9 .013 •012 .0 .0 .:I. 23.000 .9 .9 .012 .0 23.083 .8 .9 .012 .0 . . .1 23.167 .8 .9 .012 .0 23..250 .8 +8 .012 .0 ' 23.333 .8 .8 .012 .0 . .]. 23.417 .8 .8 .01.2 .O . 1 23.500 .8 .8 .012 .0 . . ]. 23.583 .8 .8 .012 .0 . .]. 23.667 .8 .8 .012 .0 . .]. File DSKl:TONYl.OUI[74 printed on 09-Jun-89 09:33:10 page 7 23.750 .8 .8 .012 .O . . . . .l 23.833 .8 .8 .012 .O . . . . .l J� 23.917 .8 .8 .012 .O . . . . .l 24.000 .8 .8 .01.2 .O . . . . .l � 24.083 .8 .8 .012 .O . . . . .1 24.167 .6 .8 .011 IO . . . . .l 24.250 .3 .6 .009 IO 24.333 .l .5 .007 O . . . . .l 24.417 0.0 .3 .004 O . . . . 0.0 0� 24.500 0.0 .2 .003 O . . . . 0.0 ~~ 24.583 0.0 .1 .002 O . . . . 0.0 24.667 .O .l .00l O . . . . 0.0 DAIA;k2kA6;k;k6A;k;k)k2k*AAAAAAA A Number of Intervals = 296 A w� A. Time Interval = 5. (Min.) A -A Maximum/Peak Flow Bate = ll. (CES) A A Total Volume = 2.67 Acre Feet � Status of hydrographs being held in storage: A y� Stream l Stream 2 Stream 3 Stream 4 Stream 5 A A NO NO NO NO NO � w� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ F1 � t ihr tow �r F im r HYDROLOGY STUDY FOR TRACT 13597 HYDROGRAPH ROUTING HYDROGRAPH ROUTING FOR 25 YEAR STORM -: $ Ei1e DSKl:TONY4.OUT[74,1J pri.nted on 09-Jun-89 09:33:43 Page l FLOOD HYDBOGBAPH ROUTING PROGRAM Copyright (c) CivilCadd/CivilDesign 1988 ~~ Hydrology Study Date: 6- 6-89 -------------------------------------------------------_--------------------- HYDBOGBAPH ROUTING FOR 25 YEAR CITY OF FONIANA COUNTY OF SAN BSBNABDINO ---------------------------------------------------------------------------- *A**AAAA*AAAAAAAAAA*AAA*AAAHYDBOGBAPH INFO BMAIION�����A)k;k;k*)k)k)khA-,k)c;k;kA)k)k;k*;k)kA �^ FROM STUDY/FILE NAME: IA4.BTE DATA;kA;k;k;kA;k;kA;k;kA;k;k;k;k;k;k;k;k)k;k;k;k;k;kA;kAAA- �� &|A Number of Intervals = 295 A A Time Interval = 5. (Min.) A PM A Maximum/Peak Flow Rate = LA 6 Total Volume = 1.40 W�A Status of hydro raphs being A Stream l Stream 2 Stream 3 � NO NO NO -- . 14. (CES) A. Acre Feet held in storage: A Stream 4 Stream 5 A NO NO � +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.00 to Point/Station 2.00 A AA RETARDING BASIN ROUTING A AA --------------------------------------------------------------------------- A A A A A*AAAAAA AAAA AAAAAAAAA A AAA* AA*AAAA� A�������������� User entry of Depth-Outflow-Storage Data --------------------------------------------------------------------------- 0� Iotal number of inflow hydrograph intervals = 295 Hydrograph time unit(Min.) = 5.000 Initial Depth(Feet) in storage basin = .15 --------------------------------------------------------------------------- 0� --------------------------------------------------------------------------- -----------------------------------_--------_------------------------------ Initial Basin Depth (Ft.) = .15 Initial Basin Storage<Acre Feet) = .Ol w� Initial --------------------------------------------------------------------------- Basin Outflow(CFS) = .96 --------------------------------------------------------------------------- Depth VS. Storage and Depth VS Discharge Data: ` ' Basin Depth Storaqe Outflow (S-OADT/2) (S+OADT/2) -- (Feet) (Acre Feet) (CES) (Acre Feet) (Acre Feet) .00O .00O .00O .000 .00O �� �� File DSK1:IONY4~OUT[74,1] printed on 09-Jun-89 09:34:00 Page 2 ' 1.500 .139 9.630 .106 .1.72 2.500 .294 13.620 .247 .341 -_------------------------_------------------------------------------------ ~~ ' Graph Values: "]"= Unit lntlow; "O"=Outfluw at time shown STORAGE BASIN --------------------------------------------------------------------------- Time Inflow Out�low Storage Depth (Hours) (CES) (CFS> Acre Et .0 4. ?. ll. 14. (Feet) .083 0.0 .4 .006 O . . . . .l .lG? .l .3 .004 O . . . . 0.0 .250 .2 .2 .003 O . . . . 0.0 .333 .3 .3 .004 O . . . . 0.0 ' .417 .4 .3 .004 U . . . . 0.0 .500 .4 .3 .005 O . . . . .l .583 .4 .A .005 O . . . . .l .667 .4 .4 .005 O . . . . .l K .750 .4 .4 .005 O . . . . .l .833 .4 .4 .006 O . . . . .l .917 .4 .4 .006 O . . . . .l r' l . O0O .4 .4 .006 O . . . . .l 1.083 .4 .4 .006 1.167 .4 .4 .006 O . . . . .l w� 1.250 .4 .4 .006 O 1.333 .4 .4 .006 O 1.417 .4 .4 .006 O 1.500 .4 .4 .006 O . . . . .l 1.583 .4 .4 .006 O 1.667 .4 .4 .006 O . . . . .l 1.750 .4 .4 .006 O . . . . .l 1.833 .4 .4 .006 O . . . . .l 1.917 .4 .4 .006 O . . . . .I 2.000 .4 .4 .006 O . . . . .l 2.083 .4 .4 .006 O . . . . .l �J 2.167 .4 .4 .006 O -- 2.250 .4 .4 .006 U 2.333 .4 .4 .006 O . . . . .l �J 2.417 .4 .4 .006 O l 2.500 .4 .4 .006 O 2.583 .4 .4 .006 O . . . . .l 2.6G7 .4 .4 .006 O . . . . .l 2.750 .4 .4 .006 O ` 2.833 .4 .4 .006 O . . . . .l 2.917 .4 .4 .006 O . . . . .l 3 . OOO .4 .4 .006 D ' 3.083 .4 .4 .006 O . . . . .1 ' 3.l67 .4 .4 .006 O . . . . .l 3.250 .4 .4 .006 O . . . . .l 3.333 .4 w4 .006 O ' 3.417 .4 .4 .006 O 3-500 .A .4 .O06 O . . . . .l 3.583 .4 .4 .006 O � 3.667 .4 .A .006 O . . . . .l 3.750 .4 .4 .006 O . . . . .1 0� 3.833 . . 4 . 4 .006 . O 3.917 .4 .4 .006 O . . . . .l 4.000 .4 .4 .006 O . . . . .l � File DSKI:TONY4.OUT174,1 1 printed on 09- Jun -•89 09:34:24 Page 3 4.083 .4 .4 .006 0 4.167 .4 .4 .006 0 „ 4.250 .4 .4 .006 0 4.333 .4 .4 .006 0 4.417 .4 .4 .006 0 4.500 .4 .4 .006 0 „ 4.583 .4 .4 .006 0 4.667 .4 .4 .006 0 4.750 .4 .4 .006 0 4.833 .4 .4 .006 0 w 4.917 .4 .4 .006 0 w 5.000 .4 A .006 0 5.083 .4 .4 .006 01 5.167 A A .006 01 5.250 .4 „4 .006 .0 5.333 .4 .4 .006 .0 • , 5.417 .4 .4 .006 .0 5.500 .5 .4 .006 .0 , 5.583 .5 .4 .006 .0 , 5.667 .5 .i .007 .0 , 5.750 .5 .J .007 .0 5.833 .5 .5 .007 .0 , 5.917 .5 .5 .007 .0 6.000 .5 .5 .007 .0 6.083 .5 .5 .007 .0 6.167 .5 .5 .007 .0 6.250 .5 .5 .007 .0. 6.333 .5 .5 .007 .0 6.417 .,7j .5 .007 .0 6.500 .5 .5 .017 .0 6.583 .5 .5 .007 .0 , 6 .667 .5 .5 .007 .0 . w 6.750 .5 .5 .007 .0 6.833 .5 .5 .007 .0 6.917 .5 .5 .007 .0 7.000 .5 .5 .007 .0 7.083 .5 .5 .007 .0 7.167 .5 .5 .007 .0 7.250 .5 .5 .007 .0 7.333 .5 .5 .007 .0 7.417 .5 .5 .007 .0 7.500 .5 . 5 .007 .0 7.583 .5 .5 .007 .0 7. .5 .`, .007 .0 7.750 .5 .5 .007 .0 7.833 .5 .5 .007 .0 7.917 .5 .5 .007 .0 8.000 .5 .5 .007 .0 8.083 .5 .5 .007 .0 8.167 .5 .5 .007 .0 8.250 .5 .5 .007 .0 8.333 .5 .5 .007 .0 8.417 .5 .5 .007 .0 w 8.500 .5 .5 .007 .0 8.583 .5 .S .00 .0 w 8,667 .5 .5 .007 .0 8.750 .5 . .007 .0 8.833 .5 .5 .007 .0 8.917 .5 .5 .007 .0 �, ►/. ile DSF:I :TON'i4.OUT174,1J printed on 09- Jun -89 00:34 :50 Page 4 §.000 .5 .5 .007 .0 » »1 9.083 .5 .5 .008 .O .1 9.167 .5 .5 .008 .0 . A. 9.250 .5 .5 .008 .0 . ,1 9.333 .5 .5 .008 .0 .1. 9.417 .5 .5 .008 .O » »1 9.500 .5 .5 .008 .0 wl 9.583 . t; .5 .008 .0 9.GG7 .5 .5 .008 .0 . . ..I. 9.750 . 5 .5 .008 .0 9.833 .5 .5 .008 .0 9.917 . Cl .5 .008 .O 1.0.000 .6 .5 .008 .0 . . .1 10.083 .G .5 .008 .0 » .1 10.167 .G .6 .008 .0 .1. 10.250 .6 .G .008 .0 .a 10.333 .6 .G .008 .0 . ,1 10.417 .6 .G .008 .O pm 10.500 .6 .6 .008 .0 ` ' 10.583 .6 .6 .008 .O , .l 10.G67 .6 . G .008 .0 10.750 ,G .G .008 .O . .1 10.833 .6 .6 .008 .0 . ]. W 10.917 .6 .6 .008 .O 11.000 .G .6 .008 .0 . . .1. pm 11.083 .6 .6 .008 .O 11.167 .G .G .009 .0 .1 11.250 .G .G .009 .0 . . .1 11.333 .6 .G .009 .0 .1 11.417 . G .6 .009 .O - 11.500 .G .G .009 .0 .J. 11.583 .G .G .009 .0 .1 11.G67 .G .6 .009 .0 11.750 .G .G .009 .0 , .1 11.833 .6 .G .009 .0 . .1 1.1.. 917 . G . C, .009 .0 12.000 .6 .6 .009 .0 .1. 12.083 .G .G .009 12.167 .6 .6 .009 .0 .:I. 12.250 .6 . G .009 .0 - 1.2.33:3 .5 .6 .008 .0 . 1 12.417 .5 .G .008 .0 .1. 12.500 .5 .5 .008 .0 . ..l 12.583 .5 .5 .008 .O . .1 12 . GG7 .5 . .008 .0 1.2.750 .5 .5 .008 .0 , .1 12.833 .5 .5 .008 .0 . . .1. 12.917 .G .5 .008 .O , .1 13.000 13.083 .G .6 .G .G .008 .008 .0 .0 .1 - 13.167 .6 .6 .008 .0 . . .:I. 1.3.50 .6 . G .008 .0 13.333 . G . G .008 .0 13.417 .G .G .008 .O . . .1 13.500 .G .G .009 .0 . .1 13.583 wG .G .009 .0 ,1 13.GG7 .G .G .009 .0 .1 13.750 .,G .G .009 .0 13.833 .7 .6 .00 .0 . . .:i. ,,1 File IJSK1:'i'ONY4.OU'TL74,1_I printed can 09- Jun -89 09:35:15 Pa3e `:, 13.917 .7 .6 .009 .0 . .1. 14.000 .7 .'I' .009 .0 . ..I. 14.083 .7 .;' .010 .0 .1 AW 14.167 .7 .7 .010 .0 . .l. 14.250 .7 .7 .010 qq 14.333 .7 .7 .010 .0 .1. +i 14.417 .8 .7 .0:10 .0 14.500 .8 .7 .01.1 .0 . .1. • 14.583 .8 .8 .011 .0 .:I. dd 14.667 .8 .8 .01.1 .0 . . . . .1 14.750 .8 .8 .011 .0 . .1 :14,833 .9 .8 .012 .0 . . . .1 14.917 .9 .8 .012 .01 . . .:I. .1.5.000 .9 .9 .013 .01 . . .1 15.083 1.0 .9 .013 . 0 .1. .. 15.167 1.0 .9 .013 , 0 .:1 ,r 15.250 1.0 1.0 .014 . 0 . . . .1. 15.333 1.1 1.0 .014 . 0 . . . .2 15.417 1.1 1.0 .015 . 0 . 2 15.500 1.1 1.1 .01.6 . 0 . . .2 r 15.583 1.1 1.1 ,016 . 0 . . . .2 1.5.6 6 7 1.2 1.1 .01.6 . O . 2 15.750 1.3 1.2 .017 . 0 . . .2 m 1.5.833 1.4 1 . 2 .018 . [l I 15.917 1.7 1.4 .02 0 . ..'. 16.000 2.5 1.7 .0:;4 0 I . .;3 , 16.083 5.1 2.5 .036 0 I . .4 1G.167 10.9 4.6 .067 0 . 1 .'7 16.250 14.2 7.7 .111 . 0 . I 1.1 16.333 7.9 7.9 .133 0 1.2 16.417 4.4 £3.3 a-- .1 1 .1 - 10 . 1 . 0 1 .3 :16.500 2.2 6.4 .092 I 0 . 1.0 1G.583 1.6 4.7 .067 I 0 . .7 16.667 1.3 3.4 .049 1 0. w .5 :16.750 1.1 2.6 .037 1 0 . . . .4 16.833 1,0 2.0 .028 I 0 . . .3 16.917 .9 1.6 .023 10 . ': 17.000 .9 1.3 ,019 .IO . . .:2 33 17.083 17.167 .8 .8 1.1 1.0 .016 .014 .IO .10 .2 2 17.250 .7 .9 .013 . IO .1 17.:333 .7 .8 .012 .0 . . .1 17.417 .7 .8 .011 .0 . .1 17.500 .6 .7 .011 .0 . .1. 17.583 .G .7 .010 .0 . . .:1. 1.7.667 .G .7 .010 .0 . . .1 3 1.7 . 750 .6 .6 .009 17.833 .G .6 .009 .0 . . .1 17.917 18.000 .G .5 .6 .G .009 .008 .0 .0 .1. . .1 18.083 .5 .6 .008 .0 . .1. 18.167 .G .G .008 .O . . .1 18.250 . G .6 .008 .0 . . .1 3 1.8. ,333 .6 .6 .008 .O . .1 18.417 .6 .6 .009 .0 . .1 18.500 .6 .G .009 .0 . .1 3 18.583 .6 .6 .009 . () .:I. 18.667 .6 . G .009 .0 .1 18.750 .6 .6 .009 .0 J. am r File DSKl:IONY4.OUI[74,l] printed on 09-Jun-89 09:35:44 Page 6 18.833 .6 .6 .009 .O . . . . .l 18.917 .6 .6 .009 .O . . . . .l .� 19.000 .6 .6 .009 .O . . . . .l 1.9.083 .6 .8 .008 .O . . . . .l 1.9.167 .6 .6 .008 .O � 19.250 .6 .6 .008 .O . . . . .l 19.333 .6 .008 .O 19.417 ..6 .6 .6 .008 .O . . . . .l 19.500 .5 .6 .008 .O . . . . .l 19.583 .5 .6 .008 .O 19.667 .5 .5 .008 .O . . . . .l 19.750 .5 .5 .008 .O . . . . .l � 19.833 .5 .5 .008 .O . . . . .l �w 19.917 .5 .5 .008 .O . . . . .l 20.000 .5 .5 .008 .O . . . . .1 20.083 .5 .5 .008 .O mw 20.167 .5 .5 .007 .O . . . . .l 20.250 .5 .5 .007 .O . . . . .l 30.333 .5 .5 .007 .O �w JO.4l7 .5 ^ 5 ^ 0O7 ^ ^ ^ O ^ ^ ^ l 20.500 .5 .5 .00? .O . . . . .l *� 20.583 .5 .5 .007 .O � 20.667 .5 .5 .007 .O . . . . .l 20.750 .5 .5 .007 .O . . . . .l 30.833 .5 .5 .007 .O . . . . .l 20.917 .5 .5 .007 .O . . . . .l m� 21.000 .5 .5 .007 21.083 .5 .5 .007 .O . . . . .l 21.167 .5 .5 ' .007 .O . . . . .l �� ' 21.250 . . 5 . 5 . OO7 O . . . . . . l 21.333 .5 .5 .007 .O . . . . .l 2I.417 .5 .5 .007 .O . . . . .1 21.500 .5 .5 .007 .O . . . . .l 21.583 .5 .5 .007 .O . . . . .l ' 21.667 .5 .5 .007 .O . . . . .l 21.750 .4 .5 .007 .O . . . . .l 21.G33 .4 .5 .007 .O . . . . .l 21.917 .4 .4 .006 IO . . . . .l 22.000 .4 .4 .006 IO . . . . .l 22.083 .4 .4 .006 O 22.167 '4 .4 '006 O . . . . .l 22.250 .4 .4 .006 O . . . . .l l0 22.333 .4 .A .006 O . . . . .l ~- 22.417 .4 .4 .006 U . . . . .l 22.500 .4 .4 .006 O . . . . .l 22.583 .4 .4 .006 O . . . . .l 22.667 .4 .4 .006 O . . . . . J. 22.750 .4 .4 .006 22.833 .4 .4 .006 O . . . . .l J� 22.917 .4 .4 .006 O . . . . .1 23.000 .4 .4 .006 O . . . . .l 23.083 .4 .4 .006 O . . . . .l 23.167 .A .4 .006 O . . . . .l 23..250 .4 .4 .006 O . . . . .1 23.333 .4 .4 .006 O . . . . .l 23.417 .4 .4 .006 O . . . . .l w� 23.500 .A .4 .006 . O . . . . . l 23.583 .A .4 .006 O . . . . .l 23.667 .4 .4 .006 O 40 im W +++++++ i•+++++++++++•*+++++++++++++++++ i•+++i.+++++++++ ++ + + + +•h ++i• + + + ++ ++ ++t• + + +4- 4a 60 D 3 r 3 „ 61 File DSKKI:TONY4.OUTE74,11 printed on 09- Jun -89 09 :36:10 Page 7 23.750 .4 .4 .006 0 . . . .]. 23.833 .4 .4 .006 f_t 23.917 .4 .4 .006 0 . . .:I. 24.000 .4 .4 .006 0 . .! 24.083 .4 .4 .006 0 24.167 .3 .4 .005 0 . .l + 24.250 .1 .3 .004 0 ., . . 0.0 24.333 0.0 .2 .003 0 , 0.0 24.417 0.0 .2 .002 0 . 0.0 24.500 0.0 .1 .001 0 . 0.0 24.583 0.0 .1 .001 0 0.0 24. .0 0.0 .001 0 . . 0.0 MR ***** AAA *** * * * * * * * * * * *A *AA* * * *HY1.1ROGRAPH IIATA * * * * * * * ** ** *** ** * ** * ** ** * ** * *** A Number of Interval= = 296 * A Time Interval = 5. (Min.) * ; * Ma�b;imum /Peak. Flow Rate = 9. (CFS) * Total Volume = 1.40 Acre Feet Status of hydrographs being held in storage: A Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 A NO NO NO NO NO :A W +++++++ i•+++++++++++•*+++++++++++++++++ i•+++i.+++++++++ ++ + + + +•h ++i• + + + ++ ++ ++t• + + +4- 4a 60 D 3 r 3 „ 61 �i mr irll Aw rr ws to r HYDROLOGY STUDY FOR TRACT 13597 HYDROGRAPH ROUTING HYDROGRAPH ROUTING FOR 10 YEAR STORM Lile I'JSI'I:TONY2.OUTE';'4.11 printecl (in 09--Jun-89 09:36:25 FLOOD HYDROG RAPH ROUTING PROGRAM Copyright (c) CivilCadd/Civilliesign, 1988 Hydrology Study Date: 6- 6-89 Page I -------------------------------------------------------------------------------- HYDROGRAPH ROUTING FOR 10 YEAR CITY OF FONTANA COUNTY OF SAN BERNARDINO -------------------------------------------------------------------------------- INFORMATION2k;k;k;k)k;k*;k*)k)k***;k2k)kAcA;k;k)k;k;k;k*A FROM STUDY/FILE NAME: TA2.RTE DATAAA)k;k;k;k-;kAA;k;kA;kAAAAAA;k;k;kA;kA;k;kAA;k-A Number of Intervals = 295 7k A Time Interval = 5. (Min.) A A Ma-cimum/Peak. Flow Rate == 10. (CFS) A Total Vol = 1.01 Acre Feet WA Status of hyc being held in storage: A A Stream I Stream 2 Stream 3 Stream 4 Stream 5 A IM * - 140 Ni) NO NO NO A ...................... 4 ................................... 4-4-+++-4 .............. Process from Point/Station 1.00 to Point/Station 2.00 A *A RETARDING BASIN ROUTING *AA ;kA*A;k;kAA;kAA;kAA AA AA AA AA A AA AAAA AAA A;kAAA;kAAA;k;k;kkA;k;kA-)k;k-.k;k User entry of Depth- Outflow- Storage Data Tata1 number of _1__w h___y_d_rq_o__r; ------------------------------------------- o ph intervals = 295 Hydro, .graph time unit(Min.) = 5.000 Initial Depth(Feet) in stcjraqe basin = .15 --------------------------------------------------------------------------- ------------------------------------------------------------------------- Initial Basin lie -- (Ft.) = .15 Initial Basin Storaqe(Acre Feet) .01 Initial Basin Outflow(CFS) .96 ------------------------------------------------------------------------------ --------------------------------------------------------------------------------- Depth VS. Storage and Depth VS Discharge Data: Basin Lepth Storar je Outflow (S-0 ADT/2) (S+OADT/2) (Feet) (Acre Feet) (CFS) (Acre Feet) (Acre Feet) .000 .000 .000 .000 .000 File DSKl:TONY2.OUT[74,1] printed on 09-Jun-89 09:36:42 Page 2 1.500 .139 9.630 .106 .172 2.500 .294 13.620 .247 .341. ---------------------------------------------------------------_----------- m� � � Graph Values: "I"= Unit Inflow: "O"=Outflow at time shown STORAGE BASIN BOUIINGAAAAAAAAAAAAAAAAAAAAAA -----------------------------_-----_----------------------_---------------- �! Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) Acre Pt .O 3. 5. 8. lO. (Feet) .083 0.0 .4 .006 IO . . . . .1 � .167 .l .3 .004 O . . . . 0.0 .250 .2 .2 .003 O . . . . 0.0 .333 .2 .2 .003 O . . . . 0.0 w� .417 .2 .2 .003 O . . . . 0.0 .500 .2 .2 .003 O . . . . 01.0 .583 .2 .2 .003 O . . . . 0.0 =� .667 .2 .2 .003 O . . . . 0.0 . 750 . 2 . 2 . 003 O . . . . . O O .833 .2 .2 .003 O l? 2 . 0O� O . . . . 0.0 1.000 l.W0O .2 .2 .004 O . . . . O~O 66 1.083 .2 .2 .004 O . . . . 0.0 1.167 .2 .2 .004 O . . . . 0.0 ~� 1.250 .2 .2 .004 O . . . . 0.0 - 1.333 .2 .2 .004 O . . . . . 0.0 1.417 .3 .2 .004 O . . . . 0.0 1.500 .3 .2 .004 O . . . . 0.0 dj 1.583 .3 .3 .004 O . . . . 0.0 1.667 .3 .3 .004 O . . . . O.O I.750 .3 .3 .004 O . . . . 0.0 3X 1.833 .3 .3 .004 O . . . . 0.0 1~917 .3 .3 .004 O . . . . 0.0 3.000 .3 .3 .004 O . . . . 0.0 2.083 .3 .3 .004 O . . . . 0.0 m� 2.167 .3 .3 .004 O . . . . 0.0 2.250 .3 .3 .004 O . . . . 0.0 w� 2.333 .3 .3 .004 O . . . . 0.0 2.417 . . 3 . 3 . OO4 U . O O . . . . 2.500 .3 .3 .004 O . . . . 0.0 2.583 .3 .3 .004 0 . . . . O.O 2.667 .3 .3 .004 O . . . . 0.0 2.750 .3 .3 .004 O . . . . 0.0 2.833 .3 .3 .004 O . . . . 0.0 3.917 .3 .3 .004 O . . . . 0.0 3.000 .3 .3 .004 O . . . . 0.0 3.083 .3 .3 .004 O . . . . 0.0 3.167 .3 .3 .004 O . . . . 0.0 3.250 .3 .3 .004 O . . . . 0.0 3.333 .3 .3 .004 O . . . . 0.0 3.417 .3 .3 .004 O . . . . 0.0 3�500 .3 .3 .00A O . . . . 0.O 3..583 .3 .3 .004 O . . . . 0.0 3.667 .3 .3 .004 O . . . . 0.0 3.750 .3 .3 .004 O . . . . 0.0 3.833 .3 .3 .004 . O . . . . 0.0 3.917 .3 .3 .004 O . . . . 0.0 4.000 .3 .3 .004 O . . . . 0.0 w� � ` File DSF:I:TONY2.OLJTC %4.IJ printed an 09-Jun-89 09:37:06 Pa!3e 3 4.083 .3 .3 .004 0 0.0 4,167 .3 .3 .004 0 . . 0.0 4.250 .3 .3 .004 O . 0.0 4.333 .3 .3 .004 0 . . 0.0 4.417 .3 .3 .004 0 . 0.0 4.500 .3 .3 .004 0 . 0.0 4.583 .3 .3 .004 0 ., . . 0.0 4.667 .3 .3 .004 0 , . 0.0 4.750 .3 .3 .004 !] 0.0 4.833 .3 .3 .004 0 . . . . 0,0 4.917 .3 .3 .004 0 0.0 5.000 .3 .3 .004 0 » . 0.0 5.083 .3 .3 .004 0 . . 0.0 5.167 .3 .3 .004 0 0.0 5.250 .3 .3 .004 t) 0.0 5.333 .3 .3 .004 0 . . 0. 5.417 .3 .3 .004 O . . 0.0 5.500 .3 .3 .004 0 . . , 0.0 5.583 .3 .:3 .004 O 5.667 .3 3 004 O . 0.0 5.750 .3 .3 .004 0 . w 0.0 5.833 .3 .3 .004 0 . . 0.0 5.917 .3 .3 .004 l 0.10 6.000 .3 .3 .004 [J » 0.0 6.083 .3 .3 .004 !) 0.0 6.167 .3 .3 .004 0 . , » 0.0 6.:50 »3 .3 .004 0 0.0 6.333 .3 .3 .004 O . 0.0 6.417 .3 .3 .004 O . . 0.0 6.500 .3 .3 .004 0 , . . 0.0 6.583 .3 .3 .004 0 . w 0.0 6.667 .3 .3 .004 0 . . . 0.0 6.750 .3 .3 .004 0 . . 0.0 6.833 .13 .3 »004 O 0.0 6.917 .3 .3 .004 0 . 0.0 7.000 .3 ..3 .004 0 , 0.0 7.083 .3 .3 .004 0 w . . 0.0 7.167 .3 .3 .005 0 . 0.0 7.250 .3 .3 .005 O . . 0.0 7.333 .3 .3 .005 0 0.0 7.417 .3 .3 .0 0 . 0. 7.500 .3 .3 .005 Cl w . 0.0 7.583 .3 .3 .005 0 0.0 7.667 .3 .3 .005 0I 0.0 7.750 .3 .3 .005 01 . .7. 1.833 .3 .3 .005 1-11 , 7. 7.917 .3 .3 .005 .0 . .:�. 8.000 .3 .3 .005 .0 . . .7. 8.083 .3 .3 .005 .0 . ..I. 8.167 .3 .3 .005 .0 . »1 8.250 .3 .3 .005 .0 . .:I. 8.333 .3 .3 .005 .0 . . . ]. 8.417 .3 .3 .005 .0 .7. 8.500 .3 .3 .005 .0 , . »1 8.583 .3 .3 .005 .0 w .1. 8.667 .3 .3 .00; .0 .1 8.750 .3 .3 .005 , .0 . . . 8.833 .3 .3 .005 .0 . - .1 8.917 .3 .3 .005 .0 . . .1 �0 �.J' File DSKl:IONY2.OUI[?4 printed on 09-Jun-89 09:37:32 Page 4 9.000 .3 .3 .005 .O . . . . .l 9.083 .4 .3 .005 .O . . . . .l 9~167 .4 .3 .005 .O . . . . .l 9.250 .4 .4 .005 .O . . . . .l 9.333 .4 .A .005 .O . . . . .l 9.417 .4 .4 .005 .O . . . . .1 9.500 .4 .4 .005 .0 9.583 .4 .4 .005 .O . . . . .l 9.667 .4 .4 .005 .O . . . . .l 9.750 .4 .4 .005 .O 9.833 .4 .4 .005 .O . . . . .l 9.917 .4 .4 .005 .O . . . . .l l0. 00O .4 .4 .005 .0 . . . . . l 10.083 .4 .4 .005 .O . . . . .l 10.167 .4 .4 .005 .O . . . . .l 10.250 .4 .4 .005 .O . . . . .1 10.333 .4 .4 .005 .O . . . . .l 10.417 .4 .4 .006 .O . . . . .l 10.500 .4 .4 .006 .O . . . . .l � m� 1.0.583 .4 .4 .006 .O . . . . .l 10.667 .4 .4 .006 .O . . . . .l 10~750 .4 .4 .006 .O . . . . .l 10.833 .4 .4 .006 .O . . . . .l 10.917 .4 .4 .006 .O . . . . .l 11.000 .4 .4 .0O6 .O . . . . .l . 11.083 .4 .4 .006 .O . . . . .l 11.167 .4 .4 .006 .O. . . . . .l 11.250 .4 .4 .006 .O . . . . .l 11 .333 .4 .A .006 .O -- ~~ 11.417 .4 .4 .006 .O . . . . .1 11.500 . 4 .4 .006 .O 11.583 .4 .4 .006 .O . . . . .l W� l 1 .bb/ .� .* .00u O . . . . . . � 11 .750 .4 .4 .006 .O . . . . . 1 11.833 .4 .4 .006 .O . . . . .l 11.917 .4 .4 .006 .O . . . . .l 12.000 .4 .4 .006 .0 . . . . . 1 12.083 .5 .4 .006 .O . � . . : . .l 12.167 .5 .4 .006 .O � 13.250 .5 .5 .007 .D . . . . .l 12.333 .5 .5 .007 .O . . . . .l 13.417 .5 .5 .007 .O . . . . .1 12.500 .5 .5 .007 .O . . . . .l 12.583 .5 .5 .007 .O . . . . .1 12.667 .5 .5 .007 .O . . . . .l 12.750 .5 .5 .007 .O . . . . .l 12.833 .5 .5 .007 .O . . . . .l 12.917 .5 .5 .007 .O 13.000 .5 .5 .007 .O . . . . .l 1.3.083 .5 .5 .007 .O . . . . .l 13.167 .5 .5 .007 .O . . . . .l 13 250 .5 .5 .008 .O . . . . .l 13.333 .5 .5 .008 .O . . . . .l 0� 13.417 .5 .5 .008 .O 13.500 .6 .5 .008 .O . . . . .l 13.583 .6 .5 .008 .O . . . . .l w� 13.667 .6 .6 .008 ' .O . . . . .l 1.3.750 .6 .6 .008 .O 13.833 .6 .6 .008 .O . . . . .l �.J' File DSItI : TONY2.OUTC74. 1 _l printed on 09•- Jun -89 09 :37:57 Page 5 1 3.917 .G .6 .008 .0 . . .1. 14.000 .6 .6 .009 .O .1 1.4. 083 .6 .6 .009 .0 1.4.167 .6 .6 .009 •0 1.4. 250 1.4.333 .6 .7 .6 .G .009 „00`) .0 . . • .01 .:I. . .1. 14.417 .7 .6 .009 .01 . .1. 1.4.500 .7 .7 .009 . 0 '!! 14.583 .7 .7 .010 . 0 .:1. 1.4.667 .7 .7 .010 . O „ .1 14.750 .7 .7 .010 . 0 .1. 14.833 .8 .7 .010 . 0 . . .1 3 14.917 .8 .7 .011 „ () .1. 15.000 .8 ,8 .011 0 . . . .:I. 15.083 .8 .8 .011 . 0 15.167 .9 „ E3 .012 „ 0 15.250 .9 .8 .012 0 15.333 .9 .9 .012 . 0 15.417 1.0 .9 .013 . 0 . . .1 j 1.5.500 .9 .9 .013 . 0 . .1 15.583 .9 .9 .013 . 0 .1 w. 15.667 .9 .9 .013 . 0 . .1. 15.750 1.0 .9 .013 . 0 15.833 1.1 1.0 .01.4 . OI 15.917 1.3 1.0 0 16.000 1.G 1.2 .015 •01.7 . . • O I • . .2 .2 6+ 16.083 3.3 1.7 :024 0 I . .11 16.167 7.6 3.1 .045 . .0 1. .5 16.250 10.3 5.4 .078 „ 0 T • B 1.6.3 3 3 6.8 G . 2,4-- .091 O T , 1.0 16.417 3.3 ().0 .087 I .0 . .9 1.6.500 1.7 4.6 .067 I 0 , . .7 16.583 1.2 3.4 .049 I . 0 .5 16.667 1.1 2.6 .037 „ 1: 0. H .4 1G.750 .9 2.0 .0: . I 0 .3 1.6.833 .8 1.5 .0 .22 . 1: 0 . „ .2 16.917 .8 1.3 .018 . TO M 17.000 .7 1.1 .015 . 10 .2 17.083 .7 .9 .014 . 0 „ .1 17.167 .7 .8 .012 . 0 . .1 17.250 .6 .8 .011 . 0 . . .1. 17.333 1.7.417 „G .6 .7 .7 .010 .010 „1:0 . . .10 . .l .:I. 17.500 .G .6 .009 .IO . . ,1 17.583 .G .6 .009 .0 . .1 17.667 .6 .G .009 .0 „ • .1 1.7.750 .5 .6 .008 .0 . . .1 1.7.833 .5 .6 .008 .O 17.917 .5 .5 . .0 «:I. 18.000 .5 .5 .008 .0 H .1 18.083 .5 .a .007 .0 • . .1. 18.167 .5 •5 .007 .0 . .:I. 18.250 .5 .5 .007 .0 . .1 18.333 .5 .5 .007 .0 . .l 18.417 .4 .5 .007 .0 18.500 .4 .5 .007 .0 . . .1. 1.8.583 .4 .4 .006 .0 . . .1. 18.667 .4 .4 .006 .0 . . .1 om 18.750 .4 .4 .006 .0 . .:I. File DSKl:IONY2.OUT[74,l] printed on 09-Jun-89 09:38:26 Page 6 18.833 .4 .A .006 .O . . . . .l 18.917 19.000 .4 .A .A .4 .006 .006 .O . . .O . . . . .l . . .l 19.083 .4 .4 .006 .O . . . . .l 19.167 .4 .4 .008 .O . . . . .l 19.350 .4 .4 .006 .O . . . . .1 19.333 .4 .4 .006 .0 19.417 .4 .4 .006 .O . . . . .l 19.500 .4 .4 .005 .O . . . . .l l9 583 . . 4 . 4 . OO5 , . . O . ~ . l 19.667 .4 .4 .005 .O . . . . .l . l9 75O . 4 .4 O05 ' .O . . . . .l 19.833 .4 .4 .005 .O . . . . .1 19.917 .3 .4 .005 .O � 20.000 .3 .4 .O05 .O . . . . .l 20.083 .3 .3 .005 .O . . . . .l 20.167 .3 .3 .005 .O 20.250 .3 .3 .005 .O . . . . .l pm 20.333 .3 .3 .005 .O . . . . .l 20.417 .J .3 .005 .0 . . . . . l -- 30.500 .3 .3 .005 .O 20.583 .3 .3 .005 IO . . . . .l 20.667 .3 .3 .005 IO . . . . .l 20.750 .3 .3 .005 O . . . . .1 20.833 .3 .3 .005 O . . . . 0.0 20.917 .3 .3 .005 O . . . . 0.0 iW 21.000 .3 .3 .005 O . . . . . 0.0 21.083 .3 .3 .004 O . . . . 0.0 31.167 .3 .3 .004 O . . . . 0.0 21.250 .3 .3 .004 O . . . . 0.0 21.333 .3 .3 .004 O . . . . 0.0 . 21.417 .3 .3 .004 O . . . . 0.0 3� 21.500 .3 .3 .004 O . . . . 0.0 �~ 21.583 .3 .3 .004 O . . . . 0.0 ' 21.667 ~3 .3 .004 O . . . . 0.0 21.750 .3 .3 .004 O . . . . 0.0 21.833 .3 .3 .004 O . . . . O.O 21.917 .3 .3 .004 O . . . . O.O 22.000 .3 .3 .004 O . . . . O.V 22.083 .3 .3 .004 O . . . . 0.0 33.167 .3 .3 .004 O . . . . 0.0 22.250 .3 .3 .004 O . . . . 0.0 22.333 .3 .3 .004 O . . . . 0.0 22.417 .3 .3 .004 O . . . . 0.0 22.500 .3 .3 .004 O . . . . 0.0 23.583 .3 .3 .004 O . . . . 0.0 32.667 .3 .3 .004 O . . . . 0.0 22.750 .3 .3 .004 O . . . . 0.0 22.833 22.917 .3 .3 .3 .3 .004 .004 O . . O . . . . O.O . . 0.0 23.000 .3 .3 .004 O . . . . 0.0 ' 23.083 .3 .3 .004 O . . . . 0.0 23.167 .3 .3 .004 O . . . . 0.0 23,350 .3 .3 .004 O . . . . 0.0 ' 23.333 .3 .3 .004 O . . . . 0.0 23.417 .3 .3 .004 O . . . . 0.0 23.500 .3 .3 .004 O . . . . 0.0 23.583 .3 .3 .004 O . . . . 0.0 23.667 .3 .3 .004 O ~ . . ^x . 0.0 �� Fi.l.e IJSK1:T0NY2.0UT174,1_1 printe on ()9- Jun -89 09:38:52 Page 7 23.750 .2 .3 .004 0 . . 0.0 23.833 .2 .3 .004 0 . . 0 „0 23.917 .2 .2 .004 0 0.0 • 24.000 .2 2 .004 0 . 0.0 24.083 24.167 .2 .2 .2 .004 0 r .2 .003 0 , . 0.0 0.0 24.250 .1 .2 .003 0 0.0 24.333 0.0 .1 .00: 0 .' . 0.0 24.417 0.0 .1 .001 0 . 0.0 24.500 0.0 .1 .001 0 0.0 24.583 0.0 0.0 .001 0 0.0 24.667 .0 0.0 0.000 0 . . 0.0 BATA; C)4;k)kAA;kAAAAAAAAAAAAA;kA;kAAA * ** )k;k- it Number of Intervals = 296 A A Time Interval = 5. (Min.) A ?,; Maximum /Peak. Flow Rate = 7. (CFS) ±; A Total. Volume = 1.01 Acre Feet Status of hydrographs being held in storage: k Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 A A NO NO NO NO NO A ++++++++++f•+++++++• r+++ ++++• +++++ 4•++++++++++• f.++++++ + + + + + + ++ ++ + + + + +4• +4• + + + + +•r ++ r D'i e�w 2L! 1 1 I HYDROLOGY STUDY FOR TRACT 13597 HYDROGRAPH ROUTING HYDROGRAPH ROUTING FOR 2 YEAR STORM ;1 I.q Eile DSKl:IONY3.OUI[74,l] printed on 09-Jun-89 09:39:07 Page l FLOOD HYDBUG8ApH ROUTING PROGRAM Copyright (cY CivilCadd/CivilDesign, 1988 -- Hydrology Study Date: G- 6-89 -_ ----------------------------------------- - - - ------------ - --- ---------------- HXBBOGBApH ROUTING FOR 2 YEAR � CITY OF FONIANA COUNTY OF SAN BSBNABDINO ---------------------------------------------------------------------------- 1wFUUMHI1UMik;k;k;k)kt)k;khtAAAAtAA7k;kA7k;kA)k;kA* FROM STUDY/FILE NAME: TA3~BIS ' U� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ A� Process from Point/Station 1.00 to Point/Station 2.00 AAA RETARDING BASIN ROUTING AAA User entry of Depth-Outflow-Storage Data --------------------------------------------------------------------------- 0� Iotal number o n ; o hydrogr�ph intervals = 293 Hydrograph time unit(Min.) = 5.000 Initial Depth(Feet) in storage basin = .l5 ]� --------------------------------------------------------------------------- --------------------------------------------------------------------------- @� --------------------------------------------------------------------------- Initial Basin Depth (Ft.) = .15 Initial Basin Storage(Acre Feet) = .Ol Initial Basin Outflow(CFS) = .96 m� --------------------------------------------------------------------------- ---~----------------------------------------------------------------------- Depth VS. Storage and Depth VS Discharge Data: Basin Depth Storage Outflow (S-OADT/3) (S+OADT/2) (Feet) (Acre Feet) (CFS) (Acre Feet) (Acre Feet) .O0O .000 .000 .000 .000 �� . DATAA7k;k7kAAAAA;kA;k;k;kAAAAAAA;k;k;kkA;kA;kAA L A Number of Intervals = 293 A A Time Interval = 5. (Min.) A 0 0 ,k Maximum/Peak Flow Bate = 6. (CFS) A Total Volume = .52 Acre Feet WA Status of hydrographs being held in storage: A � Stream l Stream 2 Stream 3 Stream 4 Stream 5 A � NO NO NO NO NO A U� +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ A� Process from Point/Station 1.00 to Point/Station 2.00 AAA RETARDING BASIN ROUTING AAA User entry of Depth-Outflow-Storage Data --------------------------------------------------------------------------- 0� Iotal number o n ; o hydrogr�ph intervals = 293 Hydrograph time unit(Min.) = 5.000 Initial Depth(Feet) in storage basin = .l5 ]� --------------------------------------------------------------------------- --------------------------------------------------------------------------- @� --------------------------------------------------------------------------- Initial Basin Depth (Ft.) = .15 Initial Basin Storage(Acre Feet) = .Ol Initial Basin Outflow(CFS) = .96 m� --------------------------------------------------------------------------- ---~----------------------------------------------------------------------- Depth VS. Storage and Depth VS Discharge Data: Basin Depth Storage Outflow (S-OADT/3) (S+OADT/2) (Feet) (Acre Feet) (CFS) (Acre Feet) (Acre Feet) .O0O .000 .000 .000 .000 �� . File BSKl:TONY3.OUI[74,1] printed on 09-Jun-89 09:39:34 Page 2 1.500 .1.39 9.630 .106 .172 2.500 .294 13.620 .247 .341 ---------- *)k*AAAAAAAAAAAA;kA;k*2k;k;kHYDBOG RAP H STORAGE BASIN BOUIING�Ak)k;k;kAk;k;k;k;k;kAAA.*A**AA- -- ` � | Graph Values: "["= Unit lnflow; °O"=Outflow at time shown � NN ___________________________________________________________________________ Time Inflow Outflow Storage Depth (Hours) (CFS) (CES) Acre Ft .O 2. 3. 5. 6. (Feet) \ .083 0.0 .4 .006 I O . . . . .l 0N .I67 .l .3 .004 IO . . . . 0.0 � 25O . .l .2 .003 O . . . . 0.0 i � . 3�3 . l . 2 . O02 O . . . . 0.0 0� ^ �l7 ^ l ^ l ^ 0O2 O ^ ^ ^ ^ ^ O O N0 .500 .1 .1 .002 O . . . . 0.0 ) ^ 583 .l .l .002 O . . . . 0.0 ! . 667 .l .l .002 O . . . . O.O 0N NN ^ ?50 ^ l ^ l ^ 0O2 O ^ ^ ^ O ^ ^ O .833 .l .l .002 O . . . . 0.0 } .917 .l .l .002 O . . . . 0.0 0N 1.000 .1 .1 .002 O . . . . 0.0 � i 1.083 .l .l .002 O . . . . 0.0 / 1.167 .l .l .002 O . . . . 0.0 NW ^ 1.250 ^ l ^ l ^ O02 O ^ ^ ^ . 0.0 0N l .333 .1 .1 .002 O . . . . . 0.0 � l ^ 4l? ^ l .l .002 O . ~ . . 0.0 i , 1.500 .l .l .002 O . . . . 0.0 N� N� 1.583 ^ ^ l ^ l ^ OO2 O ^ ^ ^ O O ^ ^ 1.667 .l .l .002 O . . . . 0.0 \ 1.750 .l .l .002 O . . . . 0.0 N� 1.833 .1 .1 .002 O . . . . 0.0 1.917 .l .l .002 O . . . . 0.0 � 2.000 .l .l .002 O . . . . 0.0 | N� 2.083 ^ ^ l ^ l ^ OO2 O ^ . . . 0.0 2. l67 .1 .1 .002 O . . . . 0.0 2.250 .l .l .002 O . . . . 0.0 i 2.333 .l .l .003 O . . . . 0.0 N� 2 �l? . . l . l . OO2 O . . . O ~ . O 2.500 .l .l .003 O 0.0 � 2.583 .l .l .002 O . . . . 0.0 N� 2.667 .1 . l .002 O . . . . 0.0 2.750 .1 . l .002 O . . . . 0.0 � ( 2.833 ^ ^ l ^ l ^ 003 O . . . . 0.0 N� ^ 2.917 ^ l ^ l ^ O02 O ^ . . . 0.0 N� 3 .000 . l . l .002 O . . . . 0.0 3.083 .l .l .002 O . . . . 0.0 l 3.167 .l .l .002 O . . . . 0.0 N� N� 3 ^ 35O ^ l ^ l .002 O . . . . 0.0 ' ~~ 3.333 .l .l .002 O . . . . 0.0 � 3.417 .l .l .002 O . . . . 0.0 3.500 .1 .1 .002) O . . . . 0.0 N� 3.583 .1 .1 .002 O . . . . 0.0 � 3.667 .l .l .002 O . . . . 0.0 | 3.750 .l .l .002 O . . . . 0.0 � N0 3.833 .l .l .002 . O . . . . 0.0 3.917 .l .l .O02 O . . . . O.O ( 4.000 .l .l .002 O . . . . 0.0 � NN �\ � �` G 0 "0 0 3O0" 2' 3" 416'8 0'0 " " " 0 300' 3" 3" 888 °8 0'0 ' 0' COO' 6" 6" O 4'8 0 ' . . - 0 300' 6" 3" 499 "8 0 "t) ' 0 200" 2" 2' 68S "8 0 ' 0 " " ' 0 600" 2' 6" 00S °8 0'0 . " • 0 200 6" 3" 4117'8 0 ' . 0 300' 3" 6" 666 "8 0'0 " 0 200' 6" 2" O a3'8 0 "0 " " " 0 300' 6' 2" 491'8 0 "0 0 200' 2." 3' 680'8 0 ' 0 600' 6" 6" 000 °8 0'0 ' Cl 200" I' 6' 416 '4 0 ' 0 - 0 COO' T 3" 668'4 0 ' 0 C) 600" I" I" 0G4'4 0 "0 " 0 600" T' T" 499'4 0 ' 0 • . ' 0 600" T' I" 68G"4 0'0 " 0 COO' I' I" 00! "4 0 ' 0 200' I' T" 4117 0 ' 0 " 0 600" T' I" 66£"4 0'() " ' Cl 300" T. I' O E'4 0 " " 0 600" T" T' 491 "4 0 " 0 200" T." T" 680 "4 0 ' 0 " . 0 ZOO' T" I" 000 "4 0 " 0 200' T' I" 416 "9 0 ' 0 " " ' 0 600" I" I" 668'9 0 . 0 . 0 200" T I' 0G4 "9 0'0 • " " " 0 600" T" I" 499 '9 0 " " 0 200' I" T" 68S "9 0 ' 0 " " 0 600" I" I" 00G'9 0 "0 " ' 0 600" I" I" 416 0 ' 0 " " 0 300' I' 1' 666'9 0 " " " " 0 300" T' I" 006 "9 0'0 " " (3 300' I' T 49T "9 0 "0 " 0 300" T. T 680'9 0'0 0 300" I' I' 000'9 0 " " 0 300" I" I" 41:6 "G 0'0 " . 0 300' T" I" 668 "G 0 "0 " 0 200' T T. 0g4'S 0 " " ' 0 300" T" T" 499''_ 0.0 0 300 T" I" C85 "5 0'0 " C ZOO" T" T' 00a' 0'0 . " 0 200' ' I' I" 4T6 "S ` 0 '0 ' 0 2(0" T' T' 668 "'_ 0'0 . " . 0 ZOO' l' I OG3'S 0 ' 0 " " 0 300" I" T" 491'5 00 ' " " 0 300' I" I' 680 "S 0 " " " 0 600' I" I" 000'5 0 " " " 0 200' I' I" L1.6 "6 0 " 0 COO" T' T" 668. "17 0'0 . " 0 ZOO' T' I" 0G4"1" 0 "0 ° " 0 300" I" I" 499'17 0 ' 0 0 300" T" I" 685 "b 0 "O 0 300' I' T' 00 g "17 0 '0 " 0 200' I" I" 416'6 0.0 " " . 0 600' T" I' 666 0 ' 0 0 200" I' T' OS3 "b 0 ' 0 " " " 0 300" T' T" 491 "6 0 "O 0 300' T' I' 680 6 abed 86 :66 :6o 68- unC -60 uo pa4uT ad C T `V411. 10' 61..N0,I: T)1 a0 a1 F;3 a ��. File DSKl:IONY3.OUT[74,l] printed on 09-Jun-89 09:40:13 Page 4 . 9.000 .2 .2 .O02 O . � . � . �+ . 0.0 9.083 .2 .2 .002 O . . . . 0.0 9.167 .2 .2 .002 O . . . . 0.0 9.250 .2 .2 .002 O . . . . 0.0 9.333 .2 .2 .002 O . . . . 0.0 w� 9.4l7 .2 .2 .O02 O . . . . 0.0 9.500 .2 .002 O 0.0 9.583 .2 .2 .2 .002 O . . . . 0.0 n� 9.667 .2 .2 .002 O V/ 9.750 .2 .2 .002 O . . . . 0.0 9.833 .2 .2 .002 O . . . . 0.0 9.917 .2 .2 .002 O . . . . 0.0 10.00o . 2 . 2 .003 O . . . . 0.0 10.083 .2 .2 .003 O . . . . 0.0 10.167 .2 .2 .003 O . . . . 0.0 lO �50 . . 2 . 2 . 003 O ' . . O O . . . m� 10.333 .2 .2 .003 O . . . . 0.0 10.417 .2 .2 .003 O . . . . 0.0 10.500 .2 .2 .003 O . . . . 0.0 10.583 .2 .2 .003 O . ~ . . 0.0 m� 10.667 .2 .2 .003 O . . . . 0.0 m� 10.750 .2 .2 .003 O . . . . 0.0 �J 10.833 .2 .2 .003 O . . . . 0.0 10.917 .2 .2 .003 O . . . . 0.0 11.000 .3 .2 .003 O . . . . 0.0 PR 11.083 .2 .2 .003 O . . . . 0.0 Q� 11.167 .3 .2 .003 Ol. . . . . 0.0 11.250 .2 .2 .003 OI . . . . 0.0 11.333 .2 .2 .003 .O . . . . 0.0 11.417 .2 .2 .003 .O . . . . 0.0 11.500 .2 .2 .003 .O . . . . 0.0 11.583 .2 .2 .003 .O . . . . 0.0 11 .667 .2 .2 .003 .O . . . . 0.0 1.1.750 .2 .2 .003 .O . . . . 0.10 11.833 .2 .2 .003 .O . . . . 0.0 11.917 .2 .2 .003 .O . . . . 0.0 12.000 .2 .2 .003 .O . . . . 0.0 12.083 .2 .J .003 .O . . . . 0.0 12.167 .2 .2 .003 .0 . . . . 0.0 12.250 .3 .2 .003 .O . . . . 0.0 m� ' l2.333 .3 .2 .004 .O . . . . 0.0 12.417 .3 .3 .004 .O . . . . 0.0 12~500 .3 .3 .004 .O . . . . 0.0 12.583 .3 .3 .004 .O . . . . 0.0 � 12.667 .3 .3 .004 .O . . . . 0.0 12.750 .3 .3 .004 .O . . . . 0.0 12.833 .3 .3 .004 .O . . . . 0.0 ' 12.917 .3 .3 .004 .O . . . . 0.0 13.000 .3 .3 .004 .O . . . . 0.0 13.083 .3 .3 .004 .O . . . . 0.0 . 13.167 .3 .3 .004 .O . . . . 0.0 ' 13 250 .3 .3 .004 .O . . . . 0.0 13.333 .3 .3 .004 .O . . . . 0.0 13,417 .3 .3 .004 .O . . . . 0.0 � 13.500 .3 .3 .004 .O . . . ~ 0.0 13.583 .3 .3 .005 .O . . . . 0.0 13.667 .3 .3 .005 . .O . . . . O.O 13.750 .3 .3 .005 .O . . . . .l 13.833 .3 .3 .005 .O ��. i n <t F ile [)SKI =1 Printed on 0 - Jun -89 09:40:40 P aq e 5 13.917 .3 .3 .005 .O . .1. 14.000 .3 .3 .01:)5 .0 . • , .1 14.083 .4 .3 .005 .0 .1. 14.167 .4 .3 .005 .0 . •1 14.250 .4 .4 .005 .0 1.4. 333 .4 .4 .005 .0 r 1. 14.417 .4 .4 .005 .0 . .1. 14.500 .4 .4 .005 .0 . .1 14.583 .4 .4 .006 .01 . .1. 14.667 .4 .4 .006 .01 14.750 .4 .4 .006 . 0 . . .1. 1.4.833 14.917 .4 .4 .4 .4 .006 .006 . 0 . . 0 . . J. 15.000 .5 .4 .006 . 15.083 .5 .4 .006 . L5.167 . 1 .5 .5 .007 . 0 • 1. IiY 5.250 `,0 w 5 .5 .007 . 0 . • .I. 1.5.333 .5 .5 .007 . ( , 1. 15.417 .5 5 . 00' . 0 ..I. 1.5.500 .5 .5 .007 . 0 . .1 15.583 .5 . 5 .007 . 0 . 1 15.667 .5 . 5 .O0 'i . Cl . ..I. 1.5.750 .6 .5 .007 . 1. 5.8 3 3 .008 �_.i J. . • 1. 15.917 .8 .6 .009 0 .:1. 16.000 1.0 .7 .010 0 1 16.083 2.2 1.1 .015 0 1 • . .a 16.167 6.3 2.3 .033 w 0 r 1 .4 16.:50 5.7 3.7 .054 • r . 0 I .6 1.6.33:3 2.1 ' ?.8 .055 1 . 0 .6 1G.417 .9 :;.9 .042 1 . 0 .5 1.6,500 .7 ,3,1 .030 . 1 . O , .3 1G.583 . G :I.. 5 . 022. . 1 0. 16.667 .5 1.1 .016 . 1 0 . • . 2 16.750 .5 .9 .013 . 1 0 . . . .1 1.6.833 .5 .7 .011 . 10 r • .1 1 G . 917 .4 .6 .009 . 10 .:i. 1.7.000 .4 .5 .008 . 0 • 1 17.083 .4 .5 .007 .10 . .1. 17.1G7 .4 .4 .006 .10 .1 17.250 .4 .4 .006 .10 .:I. 1.7.3 33 .3 .4 .006 .0 17.417 .3 .4 .005 .0 •1. 17.500 .3 .4 .005 .0 . . .1. 17.583 .3 .3 .005 .0 . . ..I. 17.667 .3 .3 .005 .0 .:I. 17.750 .3 .3 .005 .0 0.0 17.833 .3 .3 .004 .0 0.0 17.917 .3 .3 .004 .0 . . 0.0 18.000 .3 .3 .004 .0 0.0 18.083 •3 .3 .004 .0 . . 0.0 1.8.167 .2 .3 .004 .0 . 0.0 18.250 .2 .3 .004 .0 • . 0.0 1.8.333 .2 .2 .004 .0 . . 0.0 18.411 2 2 .00:3 .0 . • . . 0.0 18.500 .2 .2 .003 .0 0.0 18.::83 . 2 .2 .003 .0 . 0.0 18.667 2 .2 .003 .0 . 0.0 1.8.750 .2 .2 .003 .0 . 0.0 r� i n <t File DSFtl : TONY3.OUTC 74, 1 _I printed on 09- Jun -89 09: 41:09 Page 6 18.833 .2 2 .003 10 18.917 .2 .2 .003 10 • . 0.0 19.000 .2 .2 .003 (] . 0.0 19.083 2 2 .003 0 • . . 0.0 19.167 .2 .2 .00:3 0 11.0 19.250 .2 .2 .003 U . tl 0.0 19.:3:33 .2 2 .00:3 0 .1.9.417 .2 .11 .003 0 . • 0.0 19.500 .2 .2 .003 0 19.583 2 2 .003 0 . 0.0 19.667 .2 .2 .002 (] . • 0.0 19.750 .2 .2 .002 C) , 0.0 wl 19.833 2 .2 .002 0 19.91.7 .2 .11 .002 0 , 0.0 20.000 .2 .',: .002 0.0 20.083 .:? .002 0 . 0.0 20.lG7 .2 .2 .002 0 U.0 20,250 .2 .2 .002 0 , 0.0 20.333 2 .2 .00 11 0 . . 0.0 20.417 .1 .11 .002 C1 . . 0.0 20.500 .1 .2 .002 0 0.0 20.583 .1 .1 .002 0 • . 0.0 20.GG7 .1 .1 .0021 C) • 0.0 20.750 .1 .1 .002 0 . 0.0 20.833 .1 ,1 .002 0 . 0.0 20.917 .1 .1 .002 0 , , 0.0 21.000 .1 .1 .002 (] 0.0 1.083 .1 .1 .00 0 0.0 21.167 .1 .1 .002 0 . 0.0 21.250 .1 .1 .002 0 0.0 21.333 .1 .1 .002 0 0.0 21.417 .1 .1 . 0 () 2 0 , 0.0 21.500 .1 .1 .002 0 w • 0.0 :1.583 .1 .1 .O'J:? 0 . 0.0 21.667 .1 .1 .002 0 w 0.0 21.750 .1 .1 .0012) 0 • 0.0 21.833 .1 .1 .002 0 0.0 21.917 .1 .1 .002 C1 . 0.0 22.000 .1 .1 .002 0 . 0.() 22.083 .1 .1 .002 0 . 0.0 22.167 .1 .1 .0021 0 . . 0.0 22.250 .1 .1 .00:: (.) , 0.0 22.333 .1 .1 .002 0 . 0.0 22.417 .1 .1 .0011 0 • 0.0 22.500 .1 .1 .002 0 w 0.0 22.583 .1 .1 .002 0 . . 0.0 22.667 .1 .1 .002 0 . . 0.0 _ 22.750 .1 .1 .002 U . 0.0 22.833 .1 .1 .002. 0 . . 0.0 22.917 .1 .1 .002 i] . . 0.0 23.000 .1 .1 .002 0 0.0 ' 23.083 .1 .1 .002 C) . • 0.0 23.167 .1 .1 .002 0 0.() 23.250 .1 •1 .002 U w . 0.0 23.333 .1 .1 .002 0 • • 0.0 23.417 .1 .l .002 0 . 0.0 23.500 .1 .1 .002 , 0 . 0.0 23.583 .1 .l .002 0 . 0.0 23.667 .1 .1 .002 0 w • 0.0 "R File DSVNI : TONY3.OU'T C' /4 , 11 printed on 09- Jun -89 09:41:34 Page f 23 . 1 . 1 .00 (l . . 0.0 '23.833 .750 . 1 , 1 .002 0 . 0.0 23.917 .1 .1 .002 0 • . 0 24.000 0 � 0 y . 1 , 1 .002 O . . 0.0 . 0 24.08 ( 3 n1 ( .1 .0 0 02 • ^� 0 .0 24.167 . 1 .1 .001 U w . . w 0. 24.350 0.0 .1 .001 0 0.() 24.333 0.0 0.0 .001 O . . 0.0 24.417 0.0 0.0 0.000 0 , 0.0 24,500 .0 0.0 0.000 U . 0.0 * Number of Intervals = 294 � * Time Interval = 5. (Min.) .. A Ma-imum /Peak. Flow Crate = 4. (CFS) a4 Total Volume = .52 Acre Feet A St.ati.as of hydrographs being held in storage: A Stream I Stream 2 Stream 3 Stream 4 Stream 5: A NO NO NO NO NO +++++++++++++++++++• I- ++++• P+++++++++++++++ + +.•+........k +t * + #........4.++ +y ++.4 -++ i11f ti SUMMARY FROM THE ROUTING STUDY, THE PEAK OUTFLOW Q WILL BE AS FOLLOW: 1. FROM THE ROUTING HYDROGRAPH FOR 100 YEAR, 24 HOUR STORM: Q100 = 11.2 CFS 2. FROM THE ROUTING HYDROGRAPH FOR 25 YEAR, 24 HOUR STORM: Q25 = 8.3 CFS 3. FROM THE ROUTING HYDROGRAPH FOR 10 YEAR, 24 HOUR STORM: Q10 = 6.2 CFS 4. FROM THE ROUTING HYDROGRAPH FOR 2 YEAR, 24 HOUR STORM: Q2 = 3.8 CFS �� 1 TABLE 1 SUMMARY OF STORM DRAIN DISCHARGE FOR 100,25,10 AND 2 YEAR. Sierra Engineering CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS Job No. E ;tea Date DIVISION OF PROJECT 2000, INC. jZ4<.,, /M'z �ji(JAL i S By Sheet -of Fs , 1 � I i i I I i s S s 32 i I I i I ' ' , : � : 1 I 1 � i � - I I• ' � I ' -'' - I I it I I I Ii I I .Ili � II I i ! I 1 I j I I ��! I II �1I II I w 4 GI c m f" ��O a d - IVY- A r Ii 1 1 ' L I I I el y"i N l b l-- I t - -I - I —V- A - V 11 JU w 4 GI c m f" ��O i- - I 41 -1- = 1 f J= i I I z/ I i' - Ft O T - .. I I ` • o I_ . J _! I __ i I I � •'.. � ! _ I ! • I I _ I I I I 1 I ' �� >, �: � ••. � I I 1 I , I tI J .- I I tE ! r r :) 2 t 1 f: I I x f � �' I I I � - '.MJ�. -fir - \ I_ J �«•,� -- , _ (h I \ `• �, a j stir 1 1 1 J t O f'r1 � � a 0 I x r , � ,u , 1 k h � 1� I f •iM. 1 - J� �'4 I- --+- I _ D a m f m I I 1 _�:• ` I I t �e D f ! f Z I I st y I f ' .' J , n O NN, —. � f i D lf C-, M PS g I F'".4-4 r Air- 1 I I i ,. 1I ' I I -J 1 -r- - a $ »� -- �'� � t � -I- I Aa 4 � ! I 1 - - � 1 I :I I•,,, y r - )♦ W s_ Z. I tw 1 k EXHIBIT "A" HYDRAULIC STREET SECTIONS �7 1 • Job No. gS oZ 3 Date Sierra Engineering } TR �,= T sfe -7 /oti 9 9 T, 11Cr /3S - q 7 CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS L ,61 /7 AdE • 336 SOUTH WATERMAN, SUITE E ,9c' 9!/F, SAN BERNARDINO, CA 92408 C r eI/' i 5 u'€F.T (71 888-0772 B Sheet of j 1 I! I_ I I i i . I I • . I I I i � � I 1 I 1 11 I II It i'I I 1 , , , 1 I I I I I I j I I I I I I i I I I , i - - - . i ' ' I I I I I I 1 ' ! I II I II'I I, I , I ' • 1 i • I 1 ' 1 I / ' . ! • 1 : : ; ' / ; I ; ' / I ;I iE %wI' l 1 '1 btu fZ Vt I / t I I I ;. .II I Sp _ i - ' 2 5 25 : - ` I I 1 i I .� - 1. - ,- I ' 1 1 1 D 4. 5 ' , I I •45" I I I I I li 1 /4� ' c LEVEL G /.vE7 � PE�; l l ' I '' l i t 1 'i 1 _ - _� - I , L ♦ .. __ --- I I l l I I ,I i ,,, !flow ;__._; , , i , _. I ,,,,H ,., II'l.l , I i EMERALD AVE �IJE H ',:, ,.1. 1 A V /V CAC A I Q I I , I I I I , I I I I . / OS S �2EET 1 , I ,CER,2 T 7 ,,, , , i I, I I , I I i , j .1 I ' I ' I : I I ' 1 I I I I . II ,, 1 ., I I 1 i , 1 I. , 1 I . I i I 1 . I I I 1 ' , I I - I 1 , 1 . I i , , I � I � I i I I : I , i 1 1 1 I ! , v p Fl it 7- 1 1, -4 Job No. OH,2 2 3 Date Sierra Enaineering. CIVIL ENGINEERS • LAND SURVEYORS • LAND MANNERS 4 1, 57 DIVISION OF PROJECT 2000, INC. 27007 FIFTH STREET HIGHLAN D, CA 92346 (714) 862-9400 By Sheet__L_0 7 j II I � ' � � I_ _ .1 -7 Ij ! jli III �' -e i ` f i ��z`'�'+ - - � �G' ?;� .. 2•.��i So' ? �I " i � I , . � I � I, I ; ' I �' X ! ! I INU 4 i I ^} I I , ! _ I , �i , I i i l 0 I I/ O. I III i i� i � I � i } I ' k _ �' 'I ! ; ,�I ; t I !! 4 0 (�) i I �I � _11 -�� I� ' ,�''� G I I j i I i I Q; %�- '3.2 �� � i! I I j I I i i ! IT 7�! I( . Tw w5T '3 1 V7 • c 1 77-5 124 V4 - � I js i.L : ,,Iii I I I I i , j i Q, , al�. I ��-I�1'•�'!f��`��I ''!!,, �I Q�-�61 }i�� I Ii' it ,{ 7- 1 1, -4 Sierra Engineering Job No. q, Date T,e fc-T / 35< K 7 CIVR ENGI • LAND SURVEYDRS • LAND PLANNERS DIVISION OF PROJECT 2000. INC. 27007 FIFTH STREET HIGHLAN D, CA 92346 (714) 862 - 9400 (�� L7Cf /df�Sl `Tip %t� 3 .Sic p/_2 By Sheet2_of I � 7 � I �F, :, /' �.J, 5'l /� j /-2 �- � /. �� v� . Ut�AC A I /,� � I ✓ /' � I # � I - a FdR a I I F7 I I '� 1 i I j •� I m I � l I I i I I � I i i I I , I ', ! I I lI l I I I I ; ii I i l I Jill II I I I i , I j �; I ►i ill, l i �4 `' ej 4 M-1 �V, Job No. Z- - Date Sierra Engineerin - 7?(4�7 - / 3-5 9 CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS DIVISION OF PROJECT 2000, INC. 27007 FIFTH STREET HIGHLAN D, CA 92346 (714) 862.9400 By Sheet--L-of--L— rl t,::, I I A31 l I O s�;' T. S I I j ; I I i b ;��� I ' I i j ^I I �! I. i l .! I I� I I I A/ , I .. o r �sw) ! I � j 1 ,i I �p t I k [ A 1 61 111 Ix. �II , I i II � �� i II I i� I I I '_ _I � - I I � I/ I I I ��! I I I I I ' ! ! i 3/ i j !I��13 �' I �� � � see j . Ch's' (���Ij s ���' Ij' j.� I i� l � I I ', I i I I I ;.. I i I i � ; 'T�i�?(. � ��� �J,v •�t�T .I I I I I I ; i t ' � i I� � I i ��d jI l I I f ; I -� i ; g I i I j �V, p v go do dWR 11111111 rlr m 110 v v 0 WWl 12 Job No. _oe 23 - Date Sierra Eng gering 7 CIVIL ENGINEERS • LAND SURVWDRS • LAND MANNERS DIVISION OF PROJECT 2000. INC. 27007 FIFTH STREET HIGHLAN D, CA 92346 (714) 862-9400 By SheeL_/_of,/_ �� j. i I: : : i lJI - - II I � � i�_ D 3 . . . P'T, 0,3 i ���+ -; �I� � j II I � i I 12 I i � i I ' l I I N' �j �� ff /�� ' 2 ! � I i i ', i I I ' I I I ' I i I�q � �� J �..1 i � I I I e�ll 6 1 I � 1 1/ i' i I I �� � i I � I � A � I � d, D��c'.G Vii', I � b�U /� i � !I� � I I ���:�' I � : '' y, I - { -' - , � �� , I n i Ij� I �; .. I �I � i ,..;2 ', I ! �i i I III j /� I i I I I , r,, ; ; I I 1 �� I I I 5 - - � 4 � I UTJe: I ill � � - � c C'Y? /r� ten{ ;I 11 � C'/�� II,''.�;I -I I ' i � -� I 1'y i �/:� i �$ � � I 12 Job No. �g ©Z 3 Date Sierra Engineering 71 -, i3 ;qr CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS Nol -omwe"w 336 SOUTH WATERMAN, SUITE E SAN BERNARDINO, CA 92408 10. (714) 888 -0772 By Shee L of 3_ di go ! i _ � �� it ' •I ! ( �I i i j__ i X2 4 . /8 Am i _ j _ p0 - _ -0.30' -O.OZ' �}i � — �•Ja� t �I -�, I i I - I I I •� I D. /9 �itiAx � I 6X�SI: 'P[/My" i �F, c✓T E I � � �' � I I I l 1 i FUT I ?Ao lO'VGME T5 1 j N . T• S. � '; 1 I i ;i� I I 0 AVE/VU6 J Al l ilii • i � i iij I�I E � , i w I i i i ji I�! I lil I i IIIiil�li �6 pl V an on Sierra Engineerin CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS Job No. jj3J6,C22" 3 - Date 7; �cr_ 3!�'q 7- .. 336 SOUTH WATERMAN, SUITE E SAN BERNARDINO, CA 92408 (714) 888-0772 By Sheet —l-of-g- E_i I 1 7 � ;; i 47 71 9- I - � I ,,, I ', i ', I I I ! I I I 1 � , � I I� � o[� �£3 I I� l i � I � I i 1 I j l' i t I i � l I �I ! � j � I i I i, I � I I I i I � i I 19- ,. '54 4 c �9 � .; i I ;I�; !`� xj�.� _ o.9,Z� ;' � '' �:�II Li 2'� � ' � � �` .� / � ,J' ( F ii ii � i� � i� it I r � � �" - � � i I J n I iR - I I � � i I 11 I .Ili ' I I ►;II ,,� ;� ',I ,��' Ili II� - __ -�- �d F - _ ___ t t �j i I � � � i I ,� i j t ,; I - l l I II I j � '! I 'j I I I ; i j ( I ' tai' I I�. �;� ;!i vTp7,4 7p i �� � - Iii j '; ;; r ,,, I ii � I � ij � "!I wr Job No. 43 .eo2 I,,- Date Sierra Engineering— 'qcr CIVIL ENGINEERS • LAND SURVEYORS III LAND PLANNERS szkwu cAft;1 v 336 SOUTH WATERMAN, SUITE E SAN BERNARDINO, CA 92408 (714) 888-0772 By §heet-3-01-3— (�5! r I.' i �� i f � I I l� I I I � 1 I I 36/ ,� z l ;! �;j j _� r- I � � � :. :. I i i i i i 1� I � ; �. I I I i � � 1� Ii Ii .' �I ii i I 'y I� l I i l l � �� � l i l l i } > To" L � �ee �.�'' ji: 1. I I I '� �' ij; I ,; � j { ' I i�'Il Il I; �' 1 '�' ,I I l � !' i' 1 ;'' i::.! !I! :.I i�i �j; I!11 I �I!il, {if' -1 Iw A iw I EXHIBIT "B" WATER SURFACE PROFILE PIPE PROFILE FROM EXISTING DETENTION BASIN PER EXISTING TRACT 13195 THROUGH JUNCTION STRUCTURE BY TRACT 13597 AND THEN TO EXISTING MANHOLE BY EXISTING TRACT 13486 m 0 tiw E 9 Job No. OaQ2,) Date Sierra En 724ef 13,S PTI - rpof'r('f- (Rom t)a6'v + D1j CI VIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS A, 45;A-) 10QC-VAj 7 1 336 SOUTH WATERMAN, SUITE E SAN BERNARDINO, CA 92408 106MWT;OAu 54SW 7" 7 / 1-�; By 'r 1'9 t/k A 4: Sheet—L—of-7— (714) 888-0772 I or Z 1 104s"#j I wer.13 "7 4 cl— C'I ilil I �! ;i�! � AASe"I lq JqH - -4 { - 1 f ! :: p-- , . �N� 4 4 I ; 2 ' ;?4 P-i P � � i I ii _ � ,.�� l i �' I . 1 1 1,.�e.. i �7 f l I li �,. f ; _ � � �'i11 III --t j ;, - I �I A ill: ; � i li I 'Te A C� I � ItoV, 41 7 44.0 7, I��: j -- - � �. I Iii;. .. i I , q� !! - -., � - -� - -I� -{i - - I i; I i 'I�; !! I��� �II -= � �� ,III A4 'd. 0 to I - I I �' I 1 � ! I� I ` it I ,� ,I' �&T ;k 4; 3 i ■ V) Zz y pile 0SKI:PR010.EDTC7 printed on 25- 7u1 -89 16:25:05 Page 1 E0515F 1 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING Y177 Y(3' PAGE I Y(9) :(1v' CARD SECT CHN NO OF AVE PIER. HEIGHT 1 BASE ZL ZR INV Y(1) Y(27 Y(37 Y(4) Y(5> Y(6) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 LD 2 4 2.00 CD 3 4 1.50 F 0 5 1 5 P PAGE NO 1 L WATER SURFACE PROFILE - TITLE CARD LISTIN'i HEADING LINE NO I IS - WaTEk SURFACE PROFILE HEADING LINE NO 2 IS - +;M ^aNGO AVENUE HEADING, LINE NO 3 IS - TP.ACT 13597 PAGE NO 2 F 0 5 1 5 P L WATER SURFACE PROFILE - ELEMENT CARD L157:N6 ELEMENT 00 1 IS A SYSTEM OUTLET t A. W S ELEV UiS DATA STATION INVERT SECT 41.00 1292.15 37.25 1 ELEMENT NO 2 IS A REACH * 0 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG ?T MAN H i38:.15 38.15 1 .013 .00 30.00 .00 1 ELEMENT NO 3 15 A REACH * f RADIUS AN. AnG ? T _ IAN H U/S DATA STATION INVERT SECT .4 00 .00 I 168.15 43.77 1 .013 .00 .00 ELEMENT NO 4 IS A REACH * A ; N RADIUS ANGLE aNi3 ?! MAN 4 U/S DATA ST•;TION INVERT SECT !9-?1.07 49.40 1 .013 .00 CLEMENT AO ; LS A .:UNCT:_.A A t U/S uATA STATION INVERT R - t SECT LAT -1 LAT -2 N ` 03 { 04 INVERT -3 INVERT -4 PHI 3 PHI L996.73 49.49 3 2 0 .014 L1.2 .0 49.49 .00 60.00 .00 ELEMENT NO n IS A REACH A A N RADIUS ANGLE ANG tT MAN U/S DAfA STATION INVERT SECT .00 ' H i 2320.57 56.40 3 .Olz .00 .00 ELEMENT 00 7 IS A SYSTEM HEADWORKS W S EL£V U/S DATA STATION INVERT SECT SG.40 2320.57 56.40 3 i ■ V) Zz y ex. B' "KCP --,, —M ,4 /V G 0— s 5 1"f. /V v lo —��— — �— _ A VE N `- ex..e I � 5 y © M/CALLEF SM&C -r b See ShcetND3 � - 1 OETENT /ON BAS /N G �O lc .t ® m r m ® ■■■ File DSKI:PR010.OUTC74.13 printed on 25- 3ul -89 16:25:24 Page ! k* WARNING N0. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC F0515P PAGE 1 W SURFACE PROFILE LISTING WATER SURFACE PROFILE i ON MANGO AVENUE 1NVERT TRACT DEPTH 13597 W.S. 0 UEL VEL ENERGY SUPER CRITICAL Hr,T/ BASE/ ZL NO AvBPR STATION ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. Pits. L /ELEM SO SF AVE HE NORM DEPTH ZR ********A************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** v 1.'.92.15 37.25 3.750 41.000 15.2 4.34 .363 41.363 .00 1.405 3.00 .00 .00 i G 90.00 .0100x• 41.466 15.3 4.84 .004515 .363 .41 41.339 .00 1.405 1.200 2.00 .00 .00 .00 0 .0 Q :382.1:, 38.15 3.316 .990 .00 0 0 92.98 1475.13 .01873 39.89 2.000 41.392 15.3 4.84 .004472 363 .42 42.255 .00 1.405 2.00 .00 .00 0 .0 0 3.37 .01873 4.37 .004211 .01 42.Zo8 .00 1.405 .990 2.00 .00 .00 .00 9 .0 v 14'78.40 3).:5 1 .)•40 •4;.499 15.Z .369 Ov OHYDRAULIC JUnr 39.95 40.943 15.2 9. °� 1.491 4.434 .00 1.405 3.00 .00 .00 0 0 0 1478.40 126.86 . 01873 .)90 15.2 9.80 .018686 1.491 2.37 44.311 .00 1.405 990 2.00 .00 .00 0 .0 J 1605.36 43.33 .990 43.320 1.41 • 990 .00O 0 1) 76.89 i6j 2.45 .01873 43. - 1.000 44.7 -0 15.7 9.68 .018372 1.454 46.ZZ4 .00 1.405 2.00 .00 .00 0 .0 O 159.73 .0182: 9.68 .018058 1.454 2.88 49.135 1.405 1.000 2.00 .00 .00 .00 0 .0 0 1841.38 46.68 1.000 47.681 !S.Z 1.19 .00 1.000 .00 0 0 67.87 1909.75 .01822 47.92 1.019 48.937 15.3 9.45 .017492 1.386 50.323 .00 1.405 2.00 .00 .00 0 .0 G 37.73 .01822 i.058 49.664 15.2 9.00 .015921 1.Z59 .60 50.9'_3 .00 i.405 1.000 2.00 .00 .00 .00 0 1947.48 48.61 ZS 1.000 .0(J 0 .) 17.53 1965.01 .01822 48.92 1.099 50.024 15.2 3.59 .OT4035 1.145 51.169 .00 1.405 2.00 .00 .00 0 .0 0 10.30 .01822 .012388 .13 1.000 • PAGE 2 L E0515? WATER SURFACE PROFILE LISTING WATER. SURFACE PROFILE ON MANGO AVENUE STATION INVERT TRACT DEPTH 13597 W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPIH DIA ID NO. PIER Li ELEM S0 SF AVE HE NORM DEPTH ZR 0 1975.31 49.11 1.143 50.25G 15.2 8.19 1.040 51.296 .00 1.405 2.00 .00 .00 0 .0 0 6.68 .01822 50.423 15.3 7.81 .010948 .946 .07 51.369 .00 1.405 1.000 2.00 .00 • 0 .0 0 1981.99 49.23 1.169 .04 1.000 .00 v 4.33 1986.332 .01823 49.31 1.7.38 50.551 15.2 7.44 .009689 .360 51.411 .00 1.405 2.00 .00 .0 0 .0 0 2.82 .01822 49.36 1.289 50.654 15.2 7.10 .008584 .782 .02 51.436 .00 1.405 1.000 2.00 .00 .00 0 .0 0 1989.14 .01 1.000 • 0 .) 1.52 1990.66 .01822 49.39 1.344 50.736 15.2 6.76 .007619 .711 51.•447 .00 1.405 2.00 .00 .00 0 .0 0 .41 .01622 .006776 0.00 1.000 2.00 0 0 V 1991.07 49.40 1.405 `•0.305 15.2 6.45 .645 51.450 .00 1.405 .00 .00 Uv OJUNCT STR .01590 4.0 2.2G .00454! .0= 51.949 .00 .765 L.50 .00 .00 ) 0 ,) 199G.73 49.49 2.379 5i.369 .030 . y 0 -) 44.23 2040.96 .02134 50.43 1.500 51.934 4.0 2.ZG 001434 .060 .06 52.014 .00 .765 •520 1.50 .00 i 00 ) 0 0 0 G.54 .02134 50.57 1.360 71.933 4.0 2.37 .001343 .088 .01 52.•021 .00 .765 v`0 ^` 1.50 .00 .00 0 J (* O .2047.5) 3.56 .02134 .001312 0.0C• �� \ /</4*1T/'�cT File OSK1:PRO10.0UTC74.1I printea on .5- Jul-89 16:26:04 ?3ae O 2051.06 50.65 1.280 51.929 4.0 2.49 .096 52.025 .00 .765 1.50 .00 .00 0 .0 . v 2.38 .02134 .001420 0.00 .520 .00 O 2053.94 50.71 1.213 51.924 4.0 2.61 .106 52.030 .00 .765 1.50 .00 .00 0 .0 • 0 3.40 .02134 .001563 0.00 .520 .00 I F0515P PAGE 3 WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE ON nANGO AVENUE . TRACT 13597 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /EL£M SO SE AVE HE NORM DEPTH sR *** x** x*****x*** xx***** rm*** ma.*+***f*!:* M+.: tt* rt*} � x***** r. m***** i******* il************** m* k* * ****xm* **mxxl;A*m... * *ic * * * *,: O 2056.34 50.76 1.155 51.917 4.0 2.74 .117 52.034 .00 .765 1.50 .00 .00 0 .0 0 2.11 .02134 .001734 0.00 .520 .00 O 2058.45 50.31 1.102 51.909 4.0 2.97 .128 52.037 .00 .765 1.50 .00 .00 0 .0 O .38 .02134 .001937 0.00 .520 .;. O 2058.83 50.31 1.054 51.069 4.0 3 3.01_ .141 52.010 .00 .765 1.50 .00 .30 0 .0 OHYDRAULIC JUMP ue O 2058.83 50.31 .520 51.335 4.0 7.35 .840 52.175 .00 :765 1.50 .00 .00 0 .0 O 139.19 .02134 .021745 3.03 .520 .00 O 2198.02 53.78 .520 54.305 4.0 7.35 .840 55.145 .00 .765 1.50 .00 .00 0 .0 • 77.79 .02134 .020825 1.61 .520 .uV • 2275.41 55.44 .53.: 35.968 4.0 .12 .737 56.755 .00 .765 1.50 .00 .00 0 .0 O 19.77 .02134 .018678 .37 .520 .01. 6 2295.18 55.36 .551 56.409 4.0 6.79 .716 57.125 .00 .765 1.50 .00 .00 0 .0 i 0 9.10 .02134 .016380 .15 .520 .00 O 2304.28 56.05 .571 56.623 4.0 6.47 .651 57 .274 .00 .765 1.50 .00 .00 0 O 5.62 .0213- .014565 .08 .520 .00 I 0 2.,;01.'0 o..! . 36.763 4.0 6.17 592 57.355 .00 .765 1.50 .30 .00 3 .0 0 3.63 .02134 .012604 .05 .520 .0u O 2 313.53 56.25 .612 56.863 4.0 5.88 .537 57.400 .00 .765 1.50 .00 .00 0 .0 O 2.62 .02134 .011066 .03 .520 .01 O 2 316.15 56.31 .635 56.941 4.0 5.61 .489 57.430 .00 .765 1.50 .00 .00 0 .0 O 1.76 .02234 .009720 .02 .520 .01 60515P -' ?AGE 4 WATER SURFACE PROFILE LIST1N6 WATER SURFACE PROFILE ON MANGO AVENUE TRACT 1359? STATION INVERT DEPTH W.3. 0 VEL VEL ENERGY SUPER CRITICAL HOT! BASE/ _.. NO 4VBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIE: L /ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************** x**************************** * * * * * ** * * *** * * * ** * * ** * * * *** * * ** 0 .317.91 56.34 .659 37.002 4.0 5.35 .444 57.446 .00 .765 1.50 .00 .00 0 .0 0 1.29 .02134 .008542 .01 .520 .00 0 2319.20 56.37 .633 57.054 4.0 5.10 .404 57.458 .00 .765 1.30 .00 .00 •) .0 O .77 .02134 .007509 .01 .520 .00 •) 2319.97 56.39 .709 57.096 4.0 4.37 .368 57.464 .00 .765 1.50 .00 .00 0 .0 O .51 .02134 .006605 0.00 .520 .00 0 2320.48 56.40 .735 57.133 4.0 4.64 .334 57.467 .00 .765 1.30 .00 .00 0 .0 0 .09 .02134 .005803 0.00 .520 .01 V • 2320.57 56.40 .735 37.165 4.0 4.42 .303 57.468 .00 .765 _1.50 .10 .00 3 .3 1' 1 ON l 'JNTER SURFACE PROFILE C. ON MANGO AVENUE TRACT 12597 C3 File DSK1:PRC10.OU2C74,13 printed on 25- Jul -89 16:26:41 Page 3 1292.15 I C H WE 1305.86 1319.57 1333.29 1347.00 1360.71 1374.42 1388.14 I C H W E 1401.85 1415.56 1429.27 1442.98 1456.7C• 1470.31 1484.12 I C X E 1497.83 I C A E 151155 .=6 I W C H E 1525. 1538.97 1552.68 1566.40 1580.11 1593.82 1607.53 I W c H = 1621.2.4 16334.96 1648.67 1662.38 1676.09 1u89.81 C H 'c 1703.5 L717.23 1730.94 1744.65 1758.37 L772.08 1785.79 1799.50 1813.22 1826.93 1840.64 1854.35 I W C H 'e 1868.07 1881.78 1895.49 1909.20 I W C H E 1922.91 1936.63 1950.34 I WC H E L964.05 1977.76 I W C HE 1991.48 I W C HE 2005.19 I WC HE 2018.90 I WC X 2032.61 I [ WC k c X 2046.32 4ML 2060.04 I X X 2073.75 i C H WE a.� J 6 3 R R P. :t Z . k it k H R :t JX ti r r.. t r File DSKI :PR010.OUTC74.13 printed on 25-Jul-89 16:27:15 Page 4 2087.46 1 C X R 2101.17 I C X k k 2114.89 I C XH 2128.60 I C XH R C' 2142.31 C C XH R R 2156.02 I CWEH 2169.73 I CWEH R 2183.45 I WC X ; k 2197.16 I WC EH k 2210.87 2224.58 ; 2238.30 2252.01 G5.72 we EH :t 2293.15 I WC EH R 3306.96 2 WC E H k 2320.57 0 37.25 39.31 41.38 43.44 45.51 47.57 49.64 51.70 53.77 55.83 57.9v J N O T E S 1. GLOSSARY C = INVERT. ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H - HEIGHT OF CHANNEL ( E = ENERGY GRADE LINE X - CURVES CROSSING OVER 6 = BRIDGE ENTRANCE OR EXIT r I = WALL ENTRANCE OR EXi: 2. STATIONS FOR POINTS AT A JUMP MAC NOT BE PLOTTED EXACTLY I r EXHIRIT "C" WAlER SURFACE PROFILE PIPE PROFILE FROM JUNCTION STRUCTURE MANHOLE OH MANGO AVE. OF' TO CATCH BASIN ON EMERALD AV • • 7 Job No. '1 `" 3 Date Sierra Engineering T� ' ,Rs q' CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS g r/fel , 7 - '4E C'N fY 'f'9 ?,-, -i 336 SOUTH WATERMAN, SUITE E Ll/'T2) lf4Z / /a % ,,/v SAN BERNARDINO, CA 92408 .9"7-F■94CA w�• (7111) 888 -0772 By Sheet 1 of (r.:' 1 , lll ,1:::,I, I II111 ij i `, Ili ! - 1 1, : I i 1 f . i ,i , 1 I I I. I I� 41 ' ! I I 1 1 : I I I .c I, l j -- -. _ L I . . 1 1 . , i . ! it r' I j I_ ! 1 I,. j " i,I; I l j j ' I' I li A /Y( ��5`�7 I I I 1 1 / I . � 11 R' l I 11 ! l 1 . I I I ! i, 1 1 I I i 1 , I ' I I I I'll; j I I l .. jI I ; 1 ,I, II 1 I ! i1 i I I1 I I I �i 1 r I 1 1 1 I I � I j I i I ' I . 1 f , I I. ! 1 I I I { I j � „ . • , 4.1 • . $ I ' i • ; , I I j I $ 1 • : : I , : 1 ; 1 i I • I 1 • � • I I l� j l • j i j I I I f y , � n l 1 ! I I 1 1 • miI- RSKI:PRO2I.EDTE74,13 printed an 15- Sep -89 11:42:34 ?age 1 1 F0515? WATER SURFACE PROFILE - CHANNEL DEFINITION 1 13TING CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(G) Y(7) Y(8) Y(9) :10 ( CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 .00 G.98 5.00 .00 .00 .00 CD 2 3 0 .00 1.00 2.17 .00 .00 .00 CD 7 4 3.00 rD 3 5 0 .00 CD 4 5 0 .00 CD li 5 0 .00 CD 6 5 0 .00 60515? WATER SURFACE PROFILE - CROSS SECTION POINT LISTING ?AGE 3 CARD SECT NO OF X(1) , Y(1) X(2) , Y(2) X(3) , Y(3) X(4) , Y(4) X(5) , Y(5) X(6) , Y(6) X(7) , Y(7) CODE NO POINTS X(S) , Y(S) X(9) , Y(9) X(10) ,Y(10) X(11) ,Y(11) X(N) , Y(N) X(N +1),Y(N +1) X(35) ,Y(35) PTS 3 9 .00 55.90 G.00 52.35 10.00 51.35 14.00 50.35 16.00 49.95 41.00 50.00 46.00 51.- PTS 51.00 52.35 55.00 57.03 .35 14.00 SJ.35 16.00 50.'_0 30.00 50.35 41.00 50.5 PTS 4 10 .00 55.70 6.00 52.35 11.00 51 PTS 46.00 51.35 51.00 52.35 55.00 5G.83 PTS 5 8 .00 55.50 7.00 52..35 13.00 51.35 16.00 50.50 42.00 50.50 45.00 51.35 50.00 5 .35 PTS 55.00 56.53 - PTS ; 7 .00 55.40 13.00 52.35 35.00 31.35 41.00 50.50 44.00 51.35 50.00 52.35 ,S.JO SG.1 1 F 0 5 1 5 P PAGc hi WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - WATER SURFACE PROFILE HEADING LINE NO 2 IS - c'ROM JUNCTION STRUCTURE ON MANGO AVE. TO CATCH 3ASIN ON EMERALD AVE. ( HEADING, LINE NO 3 IS - TRACT 13597 :AGE NO � F J S 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * A W 3 ELEV U/S DATA STATION INVERT SECT 1000.00 49.49 1 51.87 ELEMENT NO 2 IS A REACH A -- A RADIUS ANGLE ANG ?T MAN H U/S DATA STATION INVERT SECT N .00 .00 .00 ( 1077.92 49.85 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP (. 1077.92 49.85 2 .500 ELEMENT NO 4 IS A TRANSITION k U/S DATA STATION INVERT SECT N 1099.92 49.96 3 .014 ELEMENT NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT ) 1134.92 50.13 4 .014 ELEMENT NO G IS A TRANSITION U/S DATA STATION INVERT SECT N 1174.92 50.33 5 .014 ELEMENT NO 7 IS A TRANSITION U/S DATA STATION INVERT SECT N 1197.92 50.50 6 .014 ELEMENT NO 8 IS A WALL EXIT U/S DATA STATION INVERT SECT 1197.92 50.50 7 ELEMENT NO 9 IS A REACH O3 y� f t 1 ( i l t ■ LA File OSKI:PR021.EDTE74,13 printed on 15 -Sep V/S DATA STATION 1331.13 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION 1331.13 -89 11:43:00 Page 2 INVERT SECT N 51.17 7 .014 INVERT SECT 51.17 7 A W S ELEV 53.35 RADIUS ANGLE ANG PT MAN H .00 .00 .00 , i r l C t C E l v _ :,3 1 RiLe 0SKI:PRO21.OUTE74.13 printed on 15- Sep -89 11:43:17 Page 1 B0515P PAGE 1 1 WATER SURFACE PROFILE LISTING, WATER SURFACE PROFILE. FROM JUNCTION STRUCTURE ON MANGO AVE. 20 CATCH BASIN ON EMERALD AVE. STATION INVERT TRACT 13597 DEPTH W.S. G VEL VEL ENERGY SUPER CRITICAL HG2/ SASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. P:Ej L /ELEM SO SE AVE HE NORM DEPTH ZR- L000.00 49.49 2.380 51.870 L9.2 1.61 .040 51.910 .00 .771 G.98 5.00 .00 0 .0 23.95 1023.95 .00462 49.60 2.269 51.370 19.2 1.G9 .000163 .044 0.00 51.914 .00 .725 .771 G.98 5.00 .00 .00 0 22.81 .00462 2.164 51.870 19.2 1.77 .000186 .049 0.00 51.919 .00 .725 .771 - 6.98 5.00 .00 .00 0 J 1046.7 49.71 0.00 .725 .00 21.73 L068.49 .0041.2 49.81 2.063 51.869 19.2 1.86 .000211 .054 51.923 .00 .771 6.98 5.00 .00 0 J 9.43 .00462 1.90 .000232 0.00 51.925 .725 .771 6.98 5.00 .00 .00 0 J 1077.92 49.85 2.019 51.869 19.2 .056 .00 .00 WALL ENTRANCE 1077.92 49.85 1.440 51.90 19.2 8.85 1.216 52.506 .00 1.000 1.00 2.17 .00 0 .0 TRANS STR .00500 .014512 .32 3 .00 0 .0 �" ^ ±.�? ='• =y' :: °'.'` "' 1099.92 49.96 2.986 52.946 19.2 . 18 0.000 52.946 .284 TRANS STR .00486 .000001 0.00 4 0 11'34.92 50.13 2.816 52.946 19.2 .19 .001 52.947 .333 TRANS STR .00500 .000001 0.00 - 1174.92 50.33 2.616 52.946 19.2 .20 .001 52.947 .254 TRANS STR .00739 .000006 0.00 �' ) 1197.92 50.50 2.445 52.945 19.2 .39 .002 52.947 .982 - WALL EXIT 1197.92 50.50 2.446 5.946 19.2 3.11 .150 53.096 .00 1.405 3.00 .00 .00 25.91 .00503 .001021 .03 1.386 • AGe 2 t F0515P WATER SURFACE PROFILE LISTING ' WATER SURFACE FROM JUNCTION PROFILE. STRUCTURE ON MANGO AVE. TO CATCH BASIN ON EMERALD AVE. STATION INVERT TRACT 1359 DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO PIE?,� AVBPR ELEV OF FLOW_ ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. L /ELEM SO SF AVE HE NORM DEPTH ZR l ' L223.83 50.63 2.327 52.957 19.2 3.26 .165 53.122 .00 1.405 3.00 .00 .00 0 .0- 23.20 .00503 52.967 19.2 3.42 .001132 .03 53.149 .00 1.386 1.405 3.00 .00 .00 0 .0 1247.03 50.75 2.220 .182 .03 1.386 .00 co 20.92 1267.95 .00503 50.85 2.123 52.975 19.2 3.59 .001262 .200 53.175 .00 1.405 3.00 .00 .00 0 .0 19.35 .00503 52.983 19.2 3.76 .001413 .03 53.203 .00 1.386 1.405 3.00 .00 •00 .00 0 .0 1287.30 50.95 2.033 .220 .03 1.38G 18.01 1305.31 .00503 51.04 1.949 52.989 19.2 3.95 .001587 .242 53.231 .00 1.405 3.00 .00 .00 0 .J 16.59 .00503 1.871 52.995 19.2 4.14 .001787 .:.GG .03 53.261 .00 1.386 1.405 3.00 .00 .00 .00 0 .0 1321.90 51.12 .02 1.386 • 9.23 1331.13 .00503 51.17 1.828 52.998 19.2 4.26 .001963 .281 53.279 .00 1.405 3.00 .00 .00 0 7 L WATER SURFACE PROFILE FROM JUNCTION STRUCTURE ON MANGO AVE. TO CATCH BASIN ON EMERALD AVE. TRACT 13597 CJ , 1 t 1 l 1 t l File DSKI:PR021.OUTC74,13 printed on 15-Sep -89 11:43:53 Page 2 1000.00 .I C X H R 1006.76 , /- 1013.52 , 1020.2? H R 1027.03 I C WE 1033.79 1040.55 H , R 1047.30 I C WE 1054.06 1060.82 , 1067.58 H . ; 1074.34 1081.09 I C WE IYYYYYYYYYYCYYYYYYYYYYYYY YYYWEYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYY ":YYYYYYYYYYYYYYYYYH. - WE T7 1087.85 I X W E ' 1094.61 H 1101.37 I C X 1108.12 , 1114.88 , 1121.64 1128.40 H TX 1135.16 I C X 1141.91 1148.G7 , 1155.43 i _ 1162.19 , 1168.94 H TX 1175.70 I C 1 , 1182.46 L189.22 1195.9? [ YYYYYYYYYYYYYCYYYYYYYYYYYYYYYYYYYXYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYH WX 1202.73 C W E H R 1209.49 I 1316. :5 , 1223.01 1 C W E N R 1329.76 1236.52 , 1243.8 C W E H r• 1250.04 I 1256.79 l 1263.55 C W E H R 1270.31 1 , 1277.07 , 1283.83 C W E H 1290.58 I . 1297.34 1 1304.10 C W E H R 1310.86 1 1317.61 C C R 1324.37 I W E H R 1331.13 , ! -• 49.49 50.22 50.96 51.69 52.43 53.1G 53.89 54.63 55.3G 56.10 56.83 ` N 0 T E S 1. 3LOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH S� �J t 1 l 1 t l i File DSk1:PR021.OUTC74,13 printed on 15- Sep -89 11:44:34 W - WATER SURFACE ELEVATION H - HEIGHT OF CHANNEL E = ENERGY GRADE LINF. X - CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT .. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY i Page 3 r i I ■ I EXHIBIT "D a WATER SURFACE PROFILE C PIPE PROFILE FROM TWO CATCH BASIN ACROSS EACH OTHER ON EMERALD AVE. lu t s i i �Q�A Job No. yj ` Date Sierra Engineering - T;f-1" ,- 7 z ?s7" CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS ,i r' / if °.c/iP " '- w Lf7Cf/ /. //.J i'/ ^`; /./..: DIVISION OF PROJECT 2000. INC. 27007 FIFTH STREET F7 /r`1�-� f-)'v F, /'//,'/ /fI J, HIGHLAN D, CA 92346 (714) 862 -9400 By Sheet_j_of I i11j 1 I ' .',,i 1 ..I,, .11 ,I II' I 1 I I 1 ; 1 1! , I I I c i 1 ., ,. ., I 1'! i 1 1,�'l li1, • 1 'k. • , ' 1 I , 1 . , 1 . % I • , , : . : 1: 1 li 1 " 1 -1/ 1 I H ., H I i H 1 , r% . . .1.,1 1 I ,1.:1 , 1 1 . '1 I I 't 1 �' ��I j 1 1 1 1 1 \. II I j I I 1 . 1 I I ! I 1 ' i 1 1 � � 1 I I I 1 1 I I 1 � � II I� , I ' 1 ! I I I1 1 ;'' I 11 :1 .. 1 I li' . ,1�, .I: !11, ! , 1 i I ; I, , 1 1 1 1 1 , I 11 I 1 ! . 1 I 1 : 1 I 1 1 I I 1 . 1 . !. I :.' 1 1 1 1 i 1 1 ' 1 1 1 _ . . I 1 1 1 1 1 , 1 j , 1 : . . . . . . . . . . . . . 1 -I : I l . . , 1 . 1 -1 1 i I • 1 , i i ; I ! 1 I I 1 1 1 1 , . 1 I ! 1 i I , , II it I I , iI I I ,I I,, •I 1 . , . , , „II I! , I 1 I ��I i ! I 1 hi: I ,!!. I j , I 1 ' I I I •I . ' Hit ,111t 1 1 1 l 1 ' 1 1 1: . ! 1. 1. 1 i 1 1 i , . i 1 ' , : , 1 . i ! . , . ' I I 1 I i : 1 .II;I , 1 111 , 111 , 1 1 ' j , 1 H 1! ,,,, 1 • i 1 1 i 1 I i : 1 j.'!. ;., .;! 1 1 , ,!.I.I ! 111:;1I I 11 1 1 1 i. 1 .,. .. II i I: I I 1 1 I I! I °1 Flo n4Kl:PP.04l.EDTC74.13 printed an 15- Sep -89 12:14:15 Page 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 EASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(G) Y(7) Y(8) Y(9) Y:.O' CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 .00 3.50 4.00 .00 .00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 15 - WATER SURFACE PROFILE HEADING LINE NO 2 IS - CATCH BASINS ACROSS EACH OTHERS ON EMERALD AVENUE HEADING LINE NO 3 I5 - TRACT 13597 1 E O S 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W 5 ELEV 1000.00 51.21 1 53.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1036.00 51.57 1 .013 .00 .00 .00 ELEMENT NO 3 IS A SYSTEM HEADWORKS * 4 U/S DATA STATION INVERT SECT W 5 ELEV 1036.00 51.57 1 51.57 ) i O c� C File DSKI:PR041.OUTC74,17 printed on 15- Sep -89 12:14:26 Page 1 #* WARNING NO. 2 A* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC F0515P PAG WATER SURFACE PROFILE LISTING, WATER SURFACE PROFILE CATCH BASINS ACROSS EACH OTHERS ON EMERALD AVENUE TRACT 1359 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBP? ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. FIE? L /ELEM SO SF AVE HE NORM DEPTH ZR 1000.00 51.21 1.790 53.000 6.7 .94 .014 53.014 .00 .443 3.50 4.00 .00 0 .0 8.26 .01000 .000077 0.00 .335 .00 1008.26 51.29 1.707 53.000 6.7 .98 .015 53.015 .00 .443 3.50 4.00 .00 0 .0 7.86 .01000 .000088 0.00 .335 .00 1016.12 51.37 1.627 52.998 6.7 1.03 .016 53.014 .00 .443 3.50 4.00 .00 0 .0 7.48 .01000 .000101 0.00 .335 .00- 1023.60 51.45 1.552 52.998 6.7 1.08 .018 53.016 .00 .443 3.50 4.00 .00 0 .0 7.12 .01000 .000114 0.00 .335 .00 1030.72 51.52 1.479 52.996 6.7 1.13 .020 53.016 .00 .443 3.50 4.00 .00 0- -.0- 5.28 .01000 .000128 0.00 .335 .00 1036.00 51.57 1.426 52.996 6.7 1.17 .021 53.017 .00 .443 3.50 4.00 .00 0 .0 1 WATER SURFACE PROFILE CATCH BASINS ACROSS EACH OTHERS ON EMERALD AVENUE TRACT 13597 1000.00 .I C r - H x ) 1000.73 ' 1001.47 1002.20 1002.94 1004.41 1005.14 ' 1005.88 ' 1006.61 i 1007.35 ' 1008.08 ' 1008.82 I C Y H ) 1009.55 1010.29 ' 1011.02 1 1011.76 1012.49 ' 1013.22 1013.96 1014.69 ' 1015.43 - 1016.16 I C X H 1016.90 1017.63 J 1018.37 ' 1019.10 ,. 1019.84 _ 1020.57 ' 1021.31 � 1022.04 l� File OSKI:PR041.OUTC74.17 printed on 15- Sep -89 1 2:15:00 Page 2 102.7E 1023.51 _ 1024.24 1024.98 1025.71 1026.45 1027.18 1027.92 1028.65 1029.39 1030.12 1030.86 I C X li k 1031.59 1032.33 1033.06 1033.80 1034.53 1035..'.7 1036.00 I C k H. F 51.21 51.60 51.98 52.37 52.75 53.14 53.53 53.91 54.30 54.68 55.07 N 0 T E 5 1. GLOSSARY I - INVERI ELEVATION C -= CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY " I v Ea 1 C EXHIBIT "E" WATER SURFACE PROFILE PIPE PROFILE FROM TWO CATCH BASIN LOCATED IN SERIES ON EAST SIDE OF EMERALD AVENUE. m 9 q 1 0 w cm 0 i Job No. Oag2 Date Sierra Engin CIVIL ENGINEERS • LAND SuRVEYDRS • LAND PLANNERS T � - — 7/ z4ee i«' zl-2 A'760 /N 5 336 SOUTH WATERMAN, SUITE E SAN BERNARDINO, CA 92408 (714) 888.0772 By Sheet---L--of-l-- I. I II II I I I i � I� i I I � i I I i ( it I I I �, I � il! I ' 10 I ;!I it I I i a , !;►,Ilia;; �!; �I I�!I ! I � I ,I,, I � ' I � i ! I i }�!I j ! � ' w �6t � �,A� �I;III l i j I ij �j � }I i, � I i ' ' I � � !! I I i I !� j i li l,ilj I 'I �� I i j j ICI i I�il l i f►1 ; i ! I !1 Ijjl�l �' } I j I (91/x, I ! I I I I l� � I i I I j I i� i II l I� li I Ij i , I I , i - - I File PSK1:PR031.EDIC74.17 printea on 15- Sep -89 12:29:16 Page 1 1 F0515P WATER. SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZE INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(G) Y(7) Y(S) Y(9) :.C) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 I5 - WATER SURFACE PROFILE HEADING LINE NO 2 IS - CAICH BASINS IN SERIES ON EMERALD AVENUE HEADING LINE NO 3 IS - TRACT 13597 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * - * U/S DATA STATION INVERT SECT W S ELEV 1000.00 52.17 1 53.00 ELEMENT NO 2 IS A REACH - *- * - * '- U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1036.00 52.43 1 .013 .00 .00 .00 p ELEMENT NO 3 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT W S ELEV 1036.00 52.43 1 52.43 4 q) •�3 I . ...:. ILA File DSKI:PR031.OUTC74,13 printed on 15- Sep -89 1:29:27 Page ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT EELEVATION IN HDWY.DS. W.S.ELEV = 1NV . DC 1 F0515P PAGE WATER SURFACE PROFILE LISTING WATER SURFACE PROFILE CATCH BASINS IN SERIES ON EMERALD AVENUE TRACT 13597 STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIE: L /ELEM SO SF AVE HE NORM DEPTH ZR 1000.00 52.17 1.101 53.271 11.2 6.32 .620 53.891 .00 1.200 2.00 .00 .00 0 .0 16.29 .00722 .007046 .11 1.094 .00 1016.29 52.29 1.108 53.396 11.2 6.27 .610 54.006 .00 1.200 2.00 .00 .00 0 .0 17.26 .00722 .006560 .11 1.094 .00 1033.55 52.41 1.152 53.564 11.2 5.97 .554 54.118 .00 1.200 2.00 .00 .00 0 .0 2.45 .00722 .005792 .01 1.094 .00 1036.00 52.43 1.100 53.630 11.2 5.69 .503 54.133 .00 1. 2.00 .00 .00 0 .0 1 l WATER SURFACE PROFILE CATCH BASINS IN SERIES ON EMERALD AVENUE TRACT 13597 1000 00 I W C E H z 1000.73 1001.47 1002.20 1002.94 1003.67 1004.41 1005.14 1005.88 1006.61 1007.35 1008.08 1008.82 1009.55 1010.29 1011.02 1011.76 1012.49 1013.22 1013.96 1014.69 1015.43 1016.16 1016.90 I W C E H R 1017.63 1018.37 1019.10 1019.84 1020.57 1021.31 1022.04 1022.78 1023.51 1024.24 1024.98 rile DSKl:PRO3l.OUTC74.13 printed cn i5- Sep -89 12:30:00 Page 2 1025.71 1026.45 1027.1E 1028.65 1029.39 1030.12 1030.86 1031.59 _ 1033.33 1033.06 W C E H 1033.80 I 1034.53 1035.27 X E H. r 1036.00 1 52.17 52.40 53.62 52.85 53.07 53.30 53.53 55.75 53.98 54.20 N O T E S 1. GLOSSARY r. = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL - E = ENERGY GRADE LINE x -= CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OF Ex IT 2. STATIONS FOP POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY Z3 -S I di wee �r +•e irr W4 3 ri a EXHIBIT "F" CATCH BASIN DESIGN. SIZING OF INFLOW AND OUTFLOW PIPES. SIZING OF OUTLET STRUCTURE INSIDE DETENTION BASIN. DEPTH VERSUS VOLUME OF DETENTION BASIN. 0 (O a CATCH BASINS DESIGN M 1 dA t'4 AAAAAO STREET FLOW CALCULATIONS 44)4,0 kAAAAAA*AAAA. CALCULATE STREET CAPACITY GIVE': Street Slope = . , Ft.'Ft.) = % Depth of Flow = .570 Feel /3,s ,L) 97/7 42 t‘ 77-5 (61 44 hAA OPEN CHANNEL FLOW - - )TREET 7LOW Street Slope (Ft./Ft.) = .006h mannin9s in' value for street = .01'; • Curb Height (In.! = 8. Street Halfwidth , Ft.) Distance From Crown +o Crossfall rirade Break , Ft.) = L0.00 Slope from Gutter to Grade BreaP (Ft./Ft.) = .040 F Slope from Grade Ereak to Crown , Ft./Ft.) = .020 Number of Halfstreets Carryin9 Runoff I Distance from curb 4 o property line iFt.) = .00 r Slope from curb to property line (Ft./Ft. = .020 ' Outter width iFt.) - 1.500 Gutter hike from flowline (1n.) = Mannin9s 'n' value for 9utter arid sidewalk = 11 1013 • Depth of flow = .570 1Ft.. Avera9e Velocity = 3:51 .Ft./Sec.) r Streetflow Hydraulir Halfstreet Flow WidtMFt.) = Flow Velocity(Ft./Sec.) = 1 • Oepth*Velocity = 1.90 Clow rate of total treet cc = 10.'6 (CFS) Flow rate in gutter = ?..06 (CF' 9elocity of flow in putter and sidewalk area = 4.082 (Ft./Sec.) AIS n n n �• � �dk�� ��* �* �* �: �s�;* ik�:* ���k��C: 4ak* �k�F: 4i4�4i4a��4�k�4�4; 4�4����k�* �F* �t* �F�Fyk� :?a���F�t�k�t�: AAA -AAA STREET FLOW CALCULATIONS AAAAA-k CALCULATE DEPTH OF PLOW GIV1 :0 Street Slope = +022000 ! Ft:. / Ft.) - 2.2000 Given Flow Rate = 1.45 Cubic Feet /Secon 7 AAA OPEN CHANNEL FLOW - GTREE'T FLOW AAA ' Street Slope (Ft. /Ft.) _ Mannings 'n' value for s treet - +�_►1•`_, Curb Height (In.) = 0. Street .Halfwidth (Ft.) = 25.00 Distance From Crown to Cro=_ _fall Grade Break. Slope from Gutter to Grade Break (Ft. /Ft.? _ ' Slope from Grade Breeak to i-rown tFt. /Ft. ) Number of ' Halfst•reet•s Carrying Runoff l Distance from curt eta proper line � Ft. ) ' Slope from curb to property line (Ft. /Ft.) _ 1 3ut +.er width (Ft., = L.500 Gutter hike from flowline (In.) Mannings . 'n' value for g +.er and sidewalk. ' Depthwof flow = 247 ( t.t e aci .y 3. S` (Ft-./Sec.) ;;Ft.) = 10.00 .040 0 020 ?. 00 .020 .013 ' Streetflow Hydraulics : , Halfstreet Flow W1dth(F = 4.17 Flow Velocity(Ft. /Sec.) _ 2.4o DepthAVelocity = .59 ' Flow rate of total street channel = L.45 (CFS) Flow rate in gutter := 1.11 iCFA Velocity of flow in .3utter and sidewalk. area = 4.172 (Ft. /Sec.) ' Average velocity of total street channel = 3.554 (Ft. /Sec.) L F Aa a n n n 0 �1 1 1 *AkA*A STREET FLOW CALCULATIONS **AAA* A*AAAA**AA***AAAAAAA AAA AAAAAAAAAAA *A-AAA k; kA A* AA A :loc AAA AAAAAAAAAAAhAAAAAAAi AAA CALCULATE DEPTH , OF FLOW OI4JtP!:, Street Slope = .029300 , ,Ft.. Ft.) _ 2.9300 Given Flow Rate 6.70 Cubic Feet /Second AAA OPEN CHANNEL FLOW - 3TREET FLOW kkk Street Slope (Ft. /Ft.) = .0;. 9'3 tannings 'n' value for street - .OL5 Curb Height (In.) _ 6. Street Halfwidth (Ft.) = 25.00 Distance From grown to Crossfall Grade Break. (Ft.) w 10.00 Slope from Gutter to Grade Break. (Ft./Ft.) _ .O40 Slope from Grade Freak. to Crown (,Ft. /Ft.) ._ .020 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line kFt.) %00 Slope from curt to property line (Ft. /Ft.) _ .020 (gutter width (Ft.) = 1.500 Gutter hike from f.lowline (In.) Mannings 'n' value for gutter and sidewalk. _ .013 Depth f flow .383 (Ft. Average V elocit y = 5 tit . / Sec , . ) Streetflow Hydraulic= : Halfstreet Flow Width(Ft.) 7.58 Flow Velocity(Ft. /Sec.) 4.8( DepthAVeloeity = L.84 Clow rate of total street channel 6.70 (CES) Flow rate in gutter = 3.15 (CFA; Velocity of flow in -cutter and sidewalk. area G.705 (Ft. /Sec. ) Average velocity of total street channel = 5.540 (Ft. /Sec.) V1 i It i 1 J i u 1 r d 1 I - I o� ■ • • r • • r w . . . . . . ■ . S A . E N " G�I ' N�E * E w k • I r N 0 ■ Erg - Surveying - Planning w 27007 Fifth Street Highland, California 92346 Telephone (714) 862 -9400 r . . • . • . r • ■ . • . . . • . w . . M Aj,rtOcv P; Pi s7,9E (ADH eA7c4► (317st'" - ro DtFTvc)TlaA.,? /94S%N PrPE OiAWTEA -O5.2"' lnside Diametex 1 . 25.31 in.) k � it lk_ A Water A I I A I I A A ( 23.74 in.) 1.973 ft.) � � I Circular Channel Section _____ __________ ____ _ __ __ Fl owrate .................. Velocity .................. Diameter of Pape........... Depth of Flow .............. Depth of Flow .............. Critical Depth ............ Depth /Diameter (D /d) ..... Slope of Pipe ............. X- Sectional Area .......... Wetted Perimeter .......... AR .................. M annings `n' .............. Min. Eric. Slope, 27 in„ Pipe Flowing Full....... 17.740 CFS 5.210 fps 25.310 inches 23.741 inches 1.978 feet 1.497 feet 0.938 0.400 % 3.405 sq. ft. 5.566 feet 2.454 0.013 0.328 IN Job No. L*9'=7- 3 - Dee t erra CAM ENS%MMS s LAND SURVEYORS • LAND PLANNERS 336 SOUTH WATERMAN. SUITE E SAN BERNARDINO. CA 92408 (714) 888-0772 1 BY Shee 1 oft_ Be Trf W -1 ! r �rl.�l 0 J I a � �I i IC i� - 4 I r L VISIT r i # ► 1 1 i� ll� �I i.l �! �� ICI I IL 7T _11 I J A :I i i�l i ! •'!j'li � I ! 1� i�' i� i il'i � � - -� j I I 4 1 i �.� - __ - _ � 1 1 � ' I I - -I L L 12 2 ( 57.351- - 4 T5 i ':z es 1 0. ( ' S , � . Bi zw�]pCSBlM6 ' 1" 1 mn�ng ^ �treet ' nlan 346 . 'T elephooe (7l4 9 0 ' AAA B2pURT JOB RUN BY If.:i 0AI5: June 6, l9G3 JOB NAMS~ . DST%NIl BA�lV JOB 1 : 88023 DIGITIZED USINC! PACI]B OF | IN CH = 20 ESSI. AB8� l - �l�L - D�Il K ANA �f'�� ��. SLGVATION KSA (S ZOTAL VOLUME (CY) --------- --_'---- ---------_ ---------_------- 50.O0 5l.3� �,8h6'3� 192.5> 22A.29 473.�! AR�A l T OIAL ... .... _ .... ... ____________________________________________ ----~---------_--------------------_----------------_---------------- Ah TOTAL: ADEAS l O.0O ds GXLAVAT];�' ess 473.61 c'.ibic SMBANKMENI. ............. -473.6l Cubzc �ard� [H*U6� C-oTA dE ����� o�r/�� v ~- -'' c � .� EXHIBIT "G" SUPLEMENT OF HYDROLOGY ROUTING ANALYSIS FOR EXISTING DETENTION BASIN PER TRACT-13486 A � t F L 0 0 D R O U T I N 0 A N A L Y S I S USIN: ORAN;E /SAN BERNARDINO COUNTY UNIT- HYDROGRAPH (1986 MANUAL) CoPyrisht 1983,19e6 Advanced Ensineerins Software (aes) Ver. 2.7C Release Date$ 6/07/e7 Serial # I00873 Especially Prepared for: KING CIVIL E.N3INEERIN3 CORPORATION DESCRIPTION OF STUDY # TRACT NO. 1::454. # % 100 YEAR -SMALL. AREA HYDROGRAPH & BASIN # 15 -1 ROUTING % w KING'CIVIL ENGINEERING CORP. TOM KINO 714- 996 -7010 % FILE NAME: B:TR1:3486.SAH TIME /DATE OF STUDY1 15:17 5/17/1987 + F%#### ###%####%#%# ii%%#### # # # % # # #Y # #Y # # # # # #% FLOW PROCESS FROM NODE 1.00 TO NODE 2.Od IS CbDE 10 --------------------------------------------------------------- > > > >>USER SPECIFIED UNIT- HYDROORAPH ««< aria= aaaaa aaaasaaa== aaa== aaaaaaasaaaaaaaaaaa aaasaaaaaaaa =aaaaaaaaaaaaaaaa (UNIT- HYDROGRAPH ADDED TO STREAM 011) *USER SPECIFIED OAT At -THE RUNOFF HYDROGRAPH IS DEFINED BY A SERIES OF DATA PAIRS OF THE FORM (N,Q) WHERE N IS THE 5- MINUTE INTERVAL NUMBER AND 0 IS THE FLOWRATE. THE DATA PAIRS DEFINE POINTS ON THE HYDROORAPH CURVE WHERE KNOWN VALUES EXIST. VALUES BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PRr1ORAM. TOTAL NUMBER OF - DATA PAIRS ENTERED _ " IS DATA PAIR INTERVAL NUMBER FLOW RATE(CFS) TIME(HRS) 1 1 ( (153) 20 2 3 ( .250) .20 3 168 (14.000) .20 4 171 (14.250) .40 5 174 (14.500) .40 6 177 (14.750) .60 7 180 (15.000) .60 �? 183 (15.250) 1.00 9 186 (15.500) 1.20 t0 189 (15.750) 1.41 11 192 (16.000) 3.21 12 195 (16.250) 14.66 13 195 (16.500) 1.20 14 201 (16.750) .80 15 204 (17.000) .60 16 207 (17.250) .40 17 210 (17.500) .20 t 285 (24.000) .20 RUNOFF HYDROGRAPH LISTING LIMITSt MODEL TIME(HOURS) FOR BEGINNING OF RESULTS 00 _ -------- MOREL TIME(HOURS) FOR END OF RESULTS a 99.00 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) _ .8901 -------------------------------- ------------ --------- --- - -- to] • <T ..................... . a ................. r...... ................. ..........�'•; 2 4 - H 0 U:R . S.T.O••R•M, •. R U N O F F - H Y D R 0'0 R"A P H • a :_= :�s._�..�...a... ... . . .. .. z . . ...............a...... HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) • ------------- ------- -- ------ ---- -- ----- -- - - -- ------------ ---- -- ------- -----.. TIME(HRS) VOLUME(AF) • Q(CFS) 0. S.0 10.0 15.0 20.0 !I!)A.^ 0 ------ - ----- -- ---- ---- -- -- .20 -� ----------------------------------------- *; .083 .0014 Ow .167 .0029 .20 Q 250 .0041 .20 Q . .:3:3:3 .0055 .20 Q .417 .0069 .20 Q 500 .009:3 .20 Q •583 .0096 .20 Q . .667 .0110 .20 Q . .750 .0124 .20 Q 1p • 8:3:3 .0138 .20 Q ,917 .0152 .20 Q .1,000 .0165 .20 Q 1.033 •0179 .20 Q . 1.167 .0193 .20 •Q t. 250 .0207 .20 Q 1.:3:3:3 .0220 .20 Q 1 1.417 .0234 .20 QV W I, 500 .0248 .20 QV 1,583 .0262 .20 QV 1.667 .0275 .20 QV 1750 . .0289 .20 QV 1 •8 3:3 .0303 .20 QV 1.917 .0317 .20 QV 2.000 .0331 .20 QV 2.083 .0344 .20 QV wo ' 2.167 .0358 .20 QV . 2.250 .0372 .20 QV 2.333 .0386 .20 QV 2.417 .039 9 .20 QV 2.500 .0413 .20 QV ' i 2,583 •0427 .20 QV '2.667 .0441 .20 QV 2.750 .0455 .20 Q V ; 2.83:3 .0468• .20 Q V . 2.917 .0482' .20 Q V ' 3.000 .0496 .20 Q V 3,083 .0510 .20 Q V :3.167 .0523 .20 Q V 3.250 .0537 .20 Q V :3.:13:3 .0551 .20 Q V . 3.417 .0568 .20 Q V :3.500 .0579 .20 Q V 3.583 .0592 .20 Q V 3.667 .0606 .20 Q V j 3.750 .0620 .20 Q V .06:34 .20 Q V "m 3917 .0647 .20 Q V 4.. 000 4.083 .0661 .0675 .20 Q V .20 Q V 4.147 .0689 .20 Q V 4.250 .0702 .20 Q V 4.:3:33 .0716 .20 Q V ' 4.417 .0730 .20 Q V OJ 4.500 .0744 .20 Q V ; 4.583 .0758 .20 Q V 4.667 .0771 .20 Q V �J 4.750 .0785 .20 Q V 4.8:33 .0799 .20 Q V 4.917 .0813 .20 Q V 5.000 0:326 .20 11 V 5.083 .0840 .20 Q V 5.167 .0854 .20 Q V , V 5.250 5.333 .0868 .0882 .20 Q V , .20 Q V 5.417 .0895 .20 Q V . U 5.500 .0909 .20 Q V 5.583 .0923 .20 Q V , 5.667 .0937 .20 Q V 5.750 .0950 .20 Q V , 5.83:3 .0964 .20 Q V . 5.917 .0978 .20 Q V . / 6.000 .0992 .20 Q V , 1 6.083 6.167 .1006 .1019 .20 Q V .20 Q V / 6.250 .1033 .20 Q V , 6.3 .1047 .20 Q V , • 6.417 .1061 .20 Q V , / h. 500 .1074 .20 Q V , 6.583 •1088 .20 Q V 6.667 .1102 .20 Q. V �� i poll W 4250' .0702 .20 Q V 4..333 .0716 .20 Q V 4.417 .0730 .20 Q V 4.500 .0744 .20 Q V 4. 583. .07'58 • .. 20: "Q, .. ,/.:.. . 4.667 0771 .20 Q V 4.750 f.,785 .20 Q V • 4. P33 0799 20 .12 ": V. 4. .0813 .20 Q 'V • . 5.000 5, 083 .0926 0840. .20 12 V 20 Q V ' 5.167 .0954 .20 Q V 250 0869 .20 Q V •' 5.33:3 .0882 .20 Q V 417 ,0895 20 Q V 5.500 .090•? 20 Q V • 5.583 .0923 .20 Q V 8.667 .0937 20 Q V 5.750 .0950 .20 Q V • 5.93:3 .0964 .20 Q V 5.917 .0978 .20 Q V i 6.000 .0992 .20 Q V • 6.083 .1006 .20 Q V 6.t67 .1019 .20 Q V 6.250 .1033 .20 Q v 6.:3:33 .1047 .20 12 V 6.417 .1061 .20 Q V 6.500 .1074 .20 Q v • 6.583 .1088 .20 Q v 6.667 .1102 .20 Q V 6.750 .1116 .20 Q V • 6.933 .1129 .20 Q v 6.917 .1143 .20 Q V 7.000 .1157 .20 12 V . • 7.083 .1171 .20 Q v 7.167 .1185 .20 Q • V an 7.250 .1198 .20 Q V . f". • 7.:333 .1212 .20 Q V 7.417 .1226 .20 0 v 7.'KOO .1240 .20 Q v • 7.583 .1252 . Q V 7.667 .1267 .20 Q V . 7.750 .1281 .20 Q V • 7.8:33 .1'295 .20 Q v 7.917 .1309 .20 Q v 3, 000 .1322 .20 Q V 8.093 9.167 1336 1:350 .20 Q .20 12 v V 9.250 .1364 .20 Q v 8.3:3:3 .1377 .20 Q V 8.417 .1391 .20 Q V 9.500 .1405 .20 Q V • 8.583 .141 .20 Q v ' 8.667 .14:3'3 .20 Q v 9.750 .1446 ,20 Q v • 9.83:3 .1460 .21) Q V 9.917 .1474 .20 Q V 9.000 .14 .20 Q V 9.083 .1501 .20 Q V 9.167 .1515 .2() Q v ' 9.250 .1529 .20 Q v ' r 9.3:3:3 .1543 .20 Q V 9.417 .1556 .20 Q v ' 9.500 .1570 .20 Q v ' 9.583 .1584 .20 Q v 9.667 .1598 .20 Q v • 9.750 .1612 .20 Q v 9.833 .1625 .20 Q v 9.917 .1639 .20 Q v • 10.000 .165.3 .20 Q V 10.003 .1667 .20 Q v 10.167 .1690 .20 12 V 10.250 .16 .20 0 v t 11). ?3:3 170:3 . 21) P V 1(). 417 . 17 2 '111 it V 111,'41 if1 . 17::,> iii i1 V 10.5-8- .174•:1 ; 0 1-1 v t0.667 .1763 .20 Q v ' . 10750 10.. 833 .1777 .1791 .20 0 .24) Q v ' v 10.917 .1804 .20 Q v ' • 11.000 .1819 .29 12 v 11.083 .18'32 .20 Q v . 11.167 .1846 .20 Q v . 11.250 .186.0 .20 Q v ; 1 1.:3'3:3 . 1:37:3 • 2() Q V 11.417 1:;:;7 li t., V • 1 l 51111 l''O 1 10 1;! v 13 1 1 . �: '• 11.667 1915 .1929 .20 Ci .20 Q V v ' • 11.750 .1942 .20 Q v ; v 11.933 .1956 .20 Q 11.917 .1970 .20 Q v ' 12.000 12.093 .1983 .1997 .20 Q .20 Q V a v n "0 12.167 .20 1 2') 12 V. 7 • III V 9.583 .1584 .20 Q V 9.667 .1598 .20 Q V 9.750 •1612 1625 .20 Q Q V V 9.833 .20 • 9.917 1639 .20 Q V t0.000 .1653 .20 Q V 10.083. .1667 ..20. Q.. 'Q V .. 10.t67. .1680 '. .20 V 10.250 .1694 .20 Q V 10.:3'x:3 t 70 . .20. Q:. V. . . 10.417 .1722 .20 Q V' 10. S00 . 1736' .20 Q V 10.583 .1749 .20 0 V 10.667 .1763 .20 Q V 10.750 .1777 .20 Q V . 10.8:33 . t791 .20 Q V 10.917 .1804 .20 Q V . t1.000 .1818 .20 Q V qb 11.083 .1832 .20 Q V . 11:167 .1846 .20 Q V 11.250 .1860 .20 Q V 11.333 .187:3 .20 Q V . !A� 11.417 .1887 .20 Q V t 1 . 500 1901 .20 Q V a 11. 583 . 191 9 5 . .20 Q V . 11.667 .1• ?28 .20 Q V 11.750 .1942 .20 Q V - 11.8'33 .1956 .20 Q V e< 11.917 .1970 .20 Q V 12.000 .1983 .20 . Q V • 12.083 .1997 .20 Q V . . 12.167 .. .2011 .20 Q V. 12.250 .2025 .20 Q V. 12.:33:3 .20:39 .20 Q V 12.417 .2052 .20 Q V 12.500 .2066 .20 Q V. 12.583 .2080 .20 Q V. 12.667. 2094 .20 Q V- 12:750 .2107 .20 Q V . 12.833 .2121 .20 Q V. 12.917 2135 .20 Q V. 13.000 .2149 .20 Q V. 13.083 .2163 .20 Q V. MR 13.167 .2176 .20 Q V. fia 13.250 .2190 .20 Q V. 13.3:33 .2204 .;20 Q V. 13.417 .2218 .20 Q V. 13.500 .2231 .20 Q V 13,583' .2245 .20 Q V . 13.667 .2259 •20 Q V 13.750 .2273 .20 Q V 13.8:33 .2286 .20 Q V 13.917 .2300 .20 Q V 14.000 .2314 .20 0 V 14.083 .2332 .27 Q V , 14.167 .2355 .33 Q V 14. 250 .2383 .40 Q V 14.3:33 .2410 . Q V 14.417 .2438 .40 Q V 14.500 .2466 .40 Q Q V V 14.583 14.667 .2498 .2534 .47 .53 •Q •V 14.750 .2576 .60 •Q •V 14.8:33 .2617 •60 •Q V 14.917 15.000 .2658 .2700 .60 •Q .60 •0 V V • V 15.083 15.167 .2750 .2810 .73 .Q .87 .Q V ' 15.250 .2879 1.00 • Q V 15.333 .2952 1.07 Q 15.417 .3030 1.13 Q V ' 15.500 .3113 1.20 Q V 15.583 .3200 1.27 Q V 15.667 .329:3 1.34 Q V ' 15.750 .3:390 1.41 Q V V 15.833 .3528 2.01 Q 15.917 .3708 2.61 Q V V , • 16.000 .3929 3.21 Q Q V. 16.083 .4413 7.03 Q V , • 16.167 16.250 .5160 .6169 10.84 14.66 10.17 ' , V Q- Q V 16.333 .6870 . V 16.417 .7262 5.69 V , • 16.500 .7344 1.20 Q Q V 16.583 .7418 1.07 V 16.667 .7482 •93 • V i 16.750 .7537 .80 .Q V 16.833 .7588 • Q V 16.917 .7634 .67 .Q V z 17.000 .7673 .60 .Q V 17.083 .7712 .53 .Q V p� 17.167 .7744 .47 Q V .� { 17.250 .7771 .40 Q 17.333 .7794 .33 0 V 17.417 .7813 .27 0 V 17.300 .7826 .20 Q V �. - M •17.383 �' 1$. 667 .7840 S :. 7854 . ' .20 Q . �0 .+ '. , V .1f* , : �. •Fl • V H . �� 17 750 .7868 { .� #'I i 1 �0R: ;+Y :sr j • ''+ FYI r 17:1'33 , 7RN7 ^n n 9 � : 27305' '- •.: G v Q ' Tr�• l . 87p . 2810 • 13.167 1.00: .. Q. V•. 15.250 •2 Q v 1.07 v 15.33 .'2952 15,417 .3030 1.13 Q v Q 15.500 .3113 1.20 V 1.27 Q • 15.583 .3200 .. ... 3293 1.34.' .. Q 15.667 V 339 1.41 Q ' 1 . 1 V ` 15.750 .:352,3 2.01 9 V. . 15.833 Q . .3708 2.61 v 15.91 Q 3.21 1/•.000 .3920 Q V.. 7.03 Ia V 3: 16.083 .4413 16.167 .5160 10.84 v 9. .6169 14.66 16.250 12 10.17 V V 16.33:3 6870 .Q 5.69 v 16.417 .7262 1.20 Q V 16.500 .7344 7418 1.07 . Q v 16.583 .93 ,Q v 16.61-7 .7492 ,80 .Q v 16.750 .7537 758:3 . 73 -0 v , 16.9:3:3 7634 .67 . Q v !wl 16.917 , .60 .Q v ' 17.000 .7675 , 53 .Q V 17.083 .7712 .47 Q v 17.167 ,7744 . Q v 17.250 .7771 •33 0 v FIR 17.3 3'3 .7794 t 3 27 Q v .78 17.417 .20 Q v 17.300 .78'26 7840 .20 Q v 17.583 ,7854 ,20 Q 17.6157 Q V v 17.750 .7868 .20 1] v !R1 1 , 7882 .20 17.8: Q 2 0 v 17.917 .7895 v .20 18.001? .790 .20 Q v 19.083 • 7923 • 21) Q V 18.1/7 .7937 7950 .20 Q v 18.250 29 Q V 19.333 .7964 7978 .20 Q v 18.417 7922 .20 Q v . t9.500 7992 .20 Q v 18.583 .20 Q v vp i�. ,8019 18.667 .20 0 18.750 .8033 Q V V . , �.. 47 •20 18.83 .8047 Q V 18.917 •8047 .20 Q V ... .8074 .20 19.000 .8089 .20 Q V V. :.� 19.083 .20 Q 19.167• .810'2 .. 20 Q V 19.250 ,9129 20 Q .... v v , .20 Q 19.417 .8143 19.500 .81 . .20 Q Q V V .. • .20 19.583 .8171' .20 17 8185 v - 19.667 •20 Q V .8198 .19.750 .8212 .20 0 19.833 Q v V 19.917 .8226 .20 Q V ' . ,8240 .20 20.00 ® .20 Q v ' .8253 20.083 .20 Q 20.167 .8267 Q v . V .20 20.250 .8281 .20 Q V V 20.33:3 .8295 .20 Q v 20.417 '8309 .20 Q ' v • 20.500 .8322 .20 Q 20.593 . 8331- Q v 20.667 . 8350 . • Q V v .8364 20.750 ,20 Q 20.833 Q ' v •8391 .20 20.917 .8405 •21) 13 V v . 21.000 .20 0 V 21.083 .8419 .21) 13 21.167 .9432 0 v . • ^.1.250 8446 .20 461) v ^t. ' 4 '' 85011 .20 Q c V .9515 .20 21.657 Q v ,8529 .20 21. , 2O Q v 21.9 33 .8543 556 .20 Q V . 21.917 •20 Q v ,8570 • 22.000 ,8584 • Q 22.083 V V 22.167 ,8598 • Q Q v , .20 22.250 .8612 Q .20 0 v . 22.333 .8639 .20 22.417 v v • 22.500 .8633 .20 Q • Q'' , v ' 22.583 .8667 22.667 .8680 .20 13 v. 730 .8694 .20 Q 22.750 .8708. .20 Q V. V. 22.917 .8722 .20 Q V. :23.000 .8736 .20 Q • •20 Q V. V. *'' .23. .8763 23. 166 .20 Q V. r CC �'�•.A 23' .8777 .:� . ; . 70 Q 4 2-50 9791 .20 Q V. 1 Y•n.M1. -1p "T. 20 i 667 .8330 .20 Q 20.750 .8364 .20 Q V 20.833 .8377 20 Q °" V 20.917 .8391 .20 Q V i 21.000 .9405 .20 Q V 21.083 8419 .20 Q Q.. ' 21.167 ., 7432. .20. y 21.250" 8446 20' .Q'' ".. V 2 t .333 .8460 .20 Q . v 21.417 .8474 .20 Q v 21.500' .8488 20 .Q V 21.583 .8501 20 Q V . 21.667 .8515 . ') V 21.750 .8529 .20 Q V 21.83:3 754:3 • 2 ' ) ') V 21.917 .8536 • Q V 22.000 .8570 •20 Q V 22.083 .85,94 .20 Q V . 22.167 .8598 2 ' ) ') V 22.250 .8612 • Q V . 22.:3:4:3 .8625 .'20 Q V 22.417 .8639 . Q � V . 22.500 .865:3 2 ') ') V 22.583 .8667 . Q V. ga 22.667 .8680 .` ') V. 22.750 8694 . Q V. 22.8:3:3 .8708 • Q V. 22.917 .8722 .20 Q V. !1� 23.000 .8736 .20 9 V. 23.083 .8749 2 Q V. 2:3.166 .9753 24) Q V. 23.230 .8777 •2() Q V. 23.3:4:3 .87'21 .20 t) V. pip 23.416 .RSQ4 •20 Q V. 23.500 •8818 2t) Q V. 23.583 .8832 .20 Q Q V. 23.666 .8846 •2 V, 23.750 .8859 • Q V. 23.833 :387:3 .20 Q V. 23.916 . 9897 .20 Q V 24.00() .7901 . Q V 24.083 .8901 . Q V 24.166 Ra01 .00 Q V 24.250 .8901 .00 9 V 24.:33:3 .8901 .00 Q V 24.416 .8901 O Q V 24.500 .8901 .00 Q V 24.58? 8901 0 V 24.666 8901 .00 Q V . 24.750 A901 .00 Q V 24.8:3:3 .8 .00 Q V 24.916 .8901 • Q V 23.000 .8901 •')') Q V 25.083 .8901 • Q V 25.166 .8901 . 00 ') V 25.250 .8901 •00 Q V 25.3:33 .8901 • ') V 25.416 .8901 • Q V 25.500 .790t .00 Q V 25.583 .8901 • Q V 25.666 .8901 •')') Q V 25.75" .8901 00 0 V 25.833 .8901 UU Q V 23.916 8901 .00 Q V 26.00" .8901 ')') Q V 26.083 .8901 .00 Q V 26.166 8901 00 Q V 26.250 .8901 .00 Q Q V j 26.333 .8901 •04) V 26.416 .8901 .00 Q V 26.500 26.583 .8901 .8901 VO t) • Q V V 26.665 .8 ?01 . Q V 26.7 8101 ."0 Q Q v V 26.8 ?3 26.116 :3901 g9()t .U0 oo 0 V • 27.000 :oU t . flo t, r'i, i) V 27. (10-3 *: . v 27.166 :• -i't W ') V 27.25" 81() 1 .0p 0 Q V V 27.3:33 27.416 .8901 .9901 .00 .00 Q Q V V 27.500 .8901 .00 27.583 8901 .00 Q V 27.666 .3901 .00 Q V • 27.750 .9901 .00 Q Q V 27.833 .8901 .00 V 27.916 .8901 • Q V 28.000 .8901 • Q Q V V . 28.083 .8901 •00 • Q V 28.166 28.250 .8901 .8901 .00 Q V 28.333 .8901 • Q V : 28.416 .8901 .00 Q V 28.300 .8901 • Q Q V 28.583 .8901 .00 V •'- 28.666 .8901 .00 Q -- V !FM � V ' �' 28.732 Aa� 1 . 00 Q 3 . - Z I-M 3 Ll 26.416 26.300 26.583 26.666 26.750 26:13-33 26.916 27 )00 27: ' 083 27.166'' 27.250 27.333 27.416 27.500 27.583 27.666 27.750 27.1333 27.916 28,000 28.083 2.9.166 28.250 28.333 28.416 29.500 28. "-3 28.666 28.750 28.833 28.916 29.000 29.083 29.166 29.250 29.333 29.416 29.583 29.666 29.750 29.3:33 29.916 30.000 30.083 30.166 . 30.250 30.333 30.416 30.583 :30.666 30.750 30.83:3 30.916 31.083 31.166 31.250 :31.333 31.416 31.500 31. 583 31.666 0 31.750 3t.833 31.916 • 32.000 32.093 32.166 32.250 32.3 32.416 :32.500 ?-2. 5.91 12, AAA • 32.750 32.8:33 32.916 33.000 33.093 33.166 33.250 33.333 33.416 • 33.500 33.583 33.666 33.750 33.833 33.916 34.000 34.083 34.166 34.250 34:333 34.416 a 14. - KOA .avvt . t.1v U -8001 .00 a .8901 .00 a 8901 00 12 9901 :00 0 .9901 .00 0 .8901 .00 0 .8901 .00 Q . q901 .00 0 .891)t .00 9901 . 00 Q .00 02 89A1 of) q :390 .00 11 q9ol .00 0 .00 12 .00 0 .01) 12 .8901 .00 0 .8901 .00 0 .8901 .00 G .3901 .00 Q .9901 .00 0 .11901 .00 0 .8901 .00 a .8901 oo Q .9901 .00 0 .8901 .00 9 9901 .00 0 :.1391) t .00 0 .8901 .00 a .9901 .00 0 •8901 .00 0 .91701 .00 9 8901 .00 0 990 t .00 0 .8901 .00 0 .9901 .00 9 . 8901 .00 0. .9901 .00 0 8901 .00 0 891) 1 .00 0 .8901 .00 Q. .9901 .00 Q .8901 .Oh a .9901 .00 Q .8901 .00 0 .8901 00 0 .9901 .00 0 .q901 .00 0 .8901 .00 0 .8901 .00 9 .9901 .00 0 890t .00' 0 F1901 .00 Q .8901 ol)• 0 .8901 .00 0 ql?o 1 .00 9 8901 .00 0 11901 .00 Q .8901 .00 0 .8901 .00 0 .00 0 .8901 .00 0 .8901 .00 Q .9901 .00 0 .8901 .00 0 .8901 .00 0 .8901 .00 0 .8901 .00 Q .8901 .00 0 .8901 .00 0 8901 .00 0 S?Ot .00 0 .00 0 :3 701 On 0 oo 9 Oo Q .01) Q .9901 .00 0 .9901 .00 0 .9901 .00 0 .8901 .00 9 .8901 .00 0 .8901 .00 9 .8901 .00 0 .8901 .00 0 .9901 .00 0 .8901 .00 0 .8901 .00 0 .8901 .00 Q .9901 .00 0 .8901 .00 0 .8901 .00 0 .8901 .00 0 .8901 .00 0 .8901 00 0 .8901 :00 0 v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v V- v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v y 1 .i A � i `I E NN # #NNRN ## Nil#### NRN# NNN#### R## M## NM### N# N## N# NRNN # #RN #N #NNN # # #NNNNMRNRNN # # ## FLOW PROCESS FROM NODE 3. ii0 TO NODE ,;.CPO IS CODE a 3 --------- --------------------------------------- ------ - >» >MODEL FLOW - THROUGH DETENTION BASIN ROUTING« «< aaaaasavaaaas aaaa= aaaaaaaaaaaaa= aaaasaaa aaaaaaaaaaaavaaaasaaaasaaaaaaaaa =_aa r ROUTE RLINOFF HYDROORAPH FROM STREAM NUMBER I V THROUGH A FLOW-THR000H DETENTION BASIN • 32.083 .8901 •00 0 V V DEAD STORAGE(AF) a .000 32.166 .8901 .00 'Q V 32.250 .8901 .00 Q V NUMBER (FT) ( (AF) 32.:333 .8901 00 Q V 3 1.60 3.81 .172 32.416 .8901 .00 Q V 6 4.21) 4.95 .648 32.500 .9901 .00 Q V (STREAM 1) • 32.383 .8901' .00. Q . V ----------- (and volume) • 32.66.6 .8901 .00 Q V 1 detention 1< - - >1 outflow . 32.750. .8901 O:) Q V :32. 833 ' " 8901 .00 Q .. V 9?. 916 5901 .00 Q V :3:3.000 .8901 .00 Q V 33.083 .8 .00 Q V 3:3.166 .8 .00 13 V 33.250 .8901 .00 Q .. V 3:3.3:33 .8901 .00 V 33.416 3:3.500 .8 .89:,11 .00 Q .00 Q V 33.583 .8901 .00 Q V V :3:3.666 89q 1 .00 Q V 33.750. 8901 .00 Q V 3:3.8:33 .8901 .00 Q V 3._ .8901 Q0 (.4 V 34.000 .8901 .00 Q V 34.083 .8 .00. Q V 34.166 .8901 .00 Q V 34.250 .8901 .00 Q V 4.. 34.333 .8901 .00 1) V 6 34.416 .1;3901 .00 Q V ; :34.500 .8901 .00 V 34.583 .8901 .i)O Q V , 34.666 .9901 OO Q V 34.750 .8901 .00 Q V `i4.833 .8901 .00 9 V 34.916 .8901 .00 Q V 35.000 .:3901 .00 Q V 35.083 .8901 OO Q V 35.165 .8901 .00 Q V 35.250 .8901 .00 Q V :35.,:33:3 .8901 . 00 Q V 35.416 .8901 .00 Q V 35.500 .8901 .00 Q V POP y 35.583 .8901 .00 Q V • :35.666 .x901 00 Q V 35.750 .8901 .0 Q V :35.8:33 .8901 .00 Q V 35.916 S ?O1 .00 Q V 36.000 .8901 .00 Q V 36..083 .8901 .00 Q V 36.166 .8901 .00 Q V .. 36.250 .8901 .00 Q V :36.3:3:3 8901 .00 Q V ' 36.416 .8901 .00 Q V 36.500 .8901 .00 Q V / 36.583 .8901 .00 Q 1 .i A � i `I E NN # #NNRN ## Nil#### NRN# NNN#### R## M## NM### N# N## N# NRNN # #RN #N #NNN # # #NNNNMRNRNN # # ## FLOW PROCESS FROM NODE 3. ii0 TO NODE ,;.CPO IS CODE a 3 --------- --------------------------------------- ------ - >» >MODEL FLOW - THROUGH DETENTION BASIN ROUTING« «< aaaaasavaaaas aaaa= aaaaaaaaaaaaa= aaaasaaa aaaaaaaaaaaavaaaasaaaasaaaaaaaaa =_aa r ROUTE RLINOFF HYDROORAPH FROM STREAM NUMBER I THROUGH A FLOW-THR000H DETENTION BASIN • USING FIVE - MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: • DEAD STORAGE(AF) a .000 SPECIFIED DEAD STORAGE(AF) FILLED a .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET a BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH f STORAGE NUMBER (FT) ( (AF) 1 00 .00 .000 2 :60 :3.27 .0:37 3 1.60 3.81 .172 4 2.60 4.29 . 5 3.60 4.71 6 4.21) 4.95 .648 INFLOW (STREAM 1) • I 1 V __effective depth ----------- (and volume) • I i 1 detention 1< - - >1 outflow . b asin I t............ .000 7J1�1 •w .. am rill .�4p�y,Ob/Ba..: - c, .. ,. �,. 6' u3.'• 9t .:'.a.+•.;oiti;�W✓!JG(�' v � SPECIFIED bEAD.STORAOE(AF) FILLED + .000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED'AEDVE OUTLET' + .000 *1 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION= INTERVAL DEPTH• OUTFLOW '*STORAGE' �• NUMBER (FT) (C_FS) (AF) 1 00 .00•.• .4100. • 2 ,60 ?.27 0:37' 3 1.60 .3.81 .172 4 2,60 4.29 .:339 5 3,6iI 4.71 .525 6 4.2 4. ?5 .649 INFLOW (STREAM 1) V _..effective depth ----- - - - - -- 1 (and volume) 1 ) V ....... I detention I< - - ?I outflow Ibasin ................ ^ I \ 1 storage I basin outlet V-- - - - - --- OUTFLOW (STREAM 1) avva+ a++ asrvas avaaaaaasz= az asaa az aaas: asvvaasavaa MODEL RESULT.S'(5- MIMJTE asaavavavasasazaaaas INTERVALS)r =aa �• BAS[N ROUTiN�3 TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE VOLUME(AF) (HRS) FILLED(AF) (r_FS) DEPTH(FT) (C•FS) -- ------- ' - ---------- - - - - -- ------------------- 083 .000 -------------------- .2 .U2 '> 1 001 (� .167 .OGO • . 03 03 . .2 .00'J. O _ .250 .000 .2 .03 .2 .002 .3 ?3 .000 .2 2 417 ii0r) .'2 .04 002 04 .. .500 .GOO OoO '2 •2 .U4 .2 .002 .583 .667 .000 .2 .04 U4 2 .2 .002 002 750 .000 .'2 .2 .002 833 .000 2 .04 .04 .2 .Oo2 917 UUU OQO .2 .2 Oq .2 ,002 1.000 •2 . 04 • 2 • Url2 1.093 .000 .2 G4 •2 Cr02 1.167 •000 r)UU .2 .04 . 2 ,002 1.250 2 .04 .2 .002 1.333 .000 •2 Uq .'7. .002 1.417 .000 •2 .2 ,002 1.500 •C' ' .04 .2 .002 1.59:3 . 000 2 . 04 .2 .002 1.667 .000 . 4 2 002 t.754) 1 q33 .000 .000 •2 .004 .2 .OU2 .002 • 1.917 .000 .2 .04 .2 .2 .002 2.000 .000 .04 , 04 . ,1102 2.09:3 .000 • . 2 .002 2.167 .000 .4 .04 .2 .002 2.'250 2.333 .000 .000 •2 .04 .04 .2 .2 .002 .002 . 2.417 .001) •2 .2 .04 .2 .002 2.500 .000 .2 .04 .2 .00 • 2.583 2.667 .000 •000 2 .04 .2 .002 002 2.750 000 .2 2 04 Oq ,2 2_'' 002 • • 2.833 CrO Cr iU0 U4 2 002 2.917 • 2 .04 .2 .002 . 3. 000 QQO .2 04 .2 .002 . :3. 167 3.167 ,OOU •0 •2 .04 .2 .002 .002 :3.250 00 000 .2 .04 ,2 ' 3.333 .000 .2'• .04 .2 .002 3.417 •000 .2 .U4 .2 .002 3.500 .U00 .04 •.2 .002 • 3.583 • 000 .2 _2 .04 .2 .002 3.667 .000 .04 .2 .002 3.750 . .2 . . 2 .002 3.833 .0000 00 .2 .04 .2 .002 3.917 001 .04 ,2 .002 1 1 4.000 4.083 .000 .000 .2 .2 .04 _2 .002 .002 � .2 04 .04 .2 . 4167 .000 . .2 .uoz i 4.250 .000 .2 ,2 .002 • 4.333 .000 2 .04 .04 .2 .002 4.417 •000 •2 .2 .002 �1 4.300 .000 _2 .04 .2 .002 4.593 .000 ,04 04 •? .002 4.667 .000 .2 .,n^ IN 0, FI ki p" too I 2 250 vVu 2 0444.7-T- 2: 333 .000 .2 .04 .2 2.417 .000 .2 .04 .2 .002 2. 500 .000 .2 .04 .2 .002 2:583 .000 .2 .04 .2 .002 2.667 .000 2 .04 .2 .002 2. 750 .000 :2 .04 .2 .002 2:933 . OQO 2 .04 .2 . 002 2.917 .000 :2 .04 .2 .002 3.000 .000 .2 04 .2 002 3.093 OOQ .2 .04 .2 002 3.167 OOCI 2 04 .2 002 :3.250 000 .2 04 .2 002 333 q ')00 .2 .04 .2 OC12 .1. 3. 417 000 .2 04 .2 .002 3.500 QOO .2 im .2 .002 3.583 o00 .2 64 .2 .002 3.667 000 .2 .04 .2 062 3.750 50 .000 .2 .04 .2 .002 3.833 OOQ .2 .04 .2 .002 3.917 000 .2 .04 .2 .002 4.000 .000 .2 .04 .2 •002 4.083 .000 .2 .04 .2 . 00 2 4.167 000 .2 .04 .2 .002 4.2-50 000 •2 .04 .2 . 002 4.313 .000 .2 .04 .2 .002 4.4t7 .001) .2 .04 .2 •002 4 500 000 .2 . 04 .2 .002 4. 583 000 .2 •04 .2 .002 4.667 .000 .2 .04 .2 • 002 4. 750 .Qv() .2 . 04 .2 .002 4.833 OQO .2 .04 .2 .002 4.917 .000 .2 .04 .2 .002 5 1 .000 .2 .04 .2.- .002 .000 5.0R3. .000-1• .2 .002'.. 5.167' OQO - .2 .04 .2 .2 .002 .002 5. 2 .00o .2 .04 .04 .2 .002 5.333 5.417 .000 oOo .2 .2 .04 .2 .002 5.500 OQO .2 .04 .2 .002 5.5-93 .000 .2 .04 .2 .002 5.667 .2 04 .2 .002 5.750 01:10 . .04 A. 002 5.833 .000 .2- ..04 04 .2 .2 .002 .002 .3.917 o0o .2 .2 .002 6.000 .000 .2 -.2 .04 04 .2 .002 6.083 6.167 .000 000 .2 .04 .2 .002 6. ow .2 .04 .2 .002 6.333 .000 .2 . 04 .2 .002 6.417 .000 .2 .04 .2 .002 .002 6.500 .000 .2 .04 .2 ; •.Z oO? -, 6. 58:3 .000 OQO ..2 :04 .2. , '. 002: ' 6.667 6.750 .000 .2 •04 .2 .002 A. 833 .000 .2 .04 •2 • 002 002 6.917 oOO .2 .04 .2 002 7.000 .000 .2 .04 .2 .2 .002 7.083 7.167 .000 .000 .2 .2 .04 .04 .2 .002 7.250 .000 .2 .04 .2 .002 002 7.333 .2 .04 .2 QQ2 7.417 .000 .2 .04 .2 002 7.500 .000 .2 .04 .2 .002 7.583 .000 .2 .2 .04 .04 .2 .002 7.667 7.750• .000 .000 .2 -04 .2 .002 7.833 .000 .2 .04 .2 .002 7.917 .000 .2 .04 .2 .2 .002 .002 8.000 .000 Ooo .2 .2 .04 04 .2 .002 8.0 8.167 . .000 .2 :04 .2 . 002 8.250 .000 .2 .04 .2 002 .9.333 .000 .2 .04 .2 .002 . 002 F3. 417 . 000 .2 .04 04 .2 .2 .002 8.500 000 .2 04 .2 . t. 302 :3. �58:3 0)0 .-2 .04 .2 . v02 8. 667 .2 Q4 .2 .002 8.750 ...2 .0 4 .2 .002 8.93-1 OQQ .04 .2 002' 8.917 000 .2 .2. .002 9.000 .000 .2 .04 .2 002 9.083 .000 .2 .04 .2 . 002 9.167 .000 .2 .04 .2 .002 9.250 .001) .2 .04 4 .2 .002 9.333 .000 .2 .0 .04 .2 9.417 . 000 .2 2 . .002 .002 9.500 .000 .2 .04 ' 2 - . 002.. 9.583 000 .2 .04 .2 .002 9.667 .000 .2 .04 .002 9.750 •000 .2 :04 .2 .002 9.833 .000 .2 .2 .002 9.917 .009 •2 .04 .04 .2 .002 10.000 to 093 .000 .000 •2 .2 04 •2 .002 10:167 .000 .2 :04 .2 .002 10.250 .000 .2 .04 .2 .002 .002 10.333 .000 .2 .04 .2 .2 In.417 .04 PI F m K VUV .04. - .2 7.917 .000 .2 .2 .04 .04 .2 .002. 8.000 8.083 .000 .000" .2 .04 .2 .002 8.167 .000 .2 .04 .2 .002 9.250 .000 .2 .04 .2 .2 .002 .002 8.333 .000 000 .2 ..2. .04 .04-- - 9 417 . 000 .2 .04 .2 .002 1q: -500 .9158:3 1)(10 .'2 .04 .2 002 002, 9..667 .00 O .2. .04 .2 .2 002. e. 750 .000 .2 2 .04 .2 (PC) 2 3.833 000 004) .2 .04 .04 .2 002 .3.5017 9.000 .000 .2 .04 .2 .002 -?. 08:3 .000 .2 04 .2 Ou 002 9.167 •000 .2 .04 04 .2 .2 .002 9. 250 000 .2 .2 0 02 :04 .2 9.333 9.417 .000 .000 .2 .04 .2 'i 9.500 .000 .2 .04 .2 .002 9. I;P3 .000 .2 .04 .2, .002 9. 667 .000 .2 .04 .2 .002 .002 9.750 .000 .2 .04 .2 •2 •002 9.833 00( . 000 .2 .2 .04 .04 .2 002 9.917 10.000 .000 .2 .04 .2 .002 10.083 .000 .2 04 :04 .2 .002 10.167 .000 .2 .2 .2 .002 .002 10.2-50 .000 .2 .04 04 .2 .002 10.333 .000 .2 •2 :04 .2 002 10.417 •oQO .2 .04 .2 .002 10.500 .000 .2 04 .2 .002 10. 98:3 10.667 .000 . 000 .2 .04 .2 .002 to. 751) .000 .2 .04 .2 .002 10.833 .000 .2 .04 .2 .2 .002 002 10.917 . QOO •2 .04 .2 o02 11.001) 000 .2 .04 .2 •Q02 t i .09:3 •000 .2 •2 .04 .04 .2 .002 11.167 .000 .2 . 04 .2 002 11.250 •000 .2 .04 .2 002 11.313 t1.417 .000 •010 •2 .04 .2 .002 11.500 .000 •2 .04 .2 .002 11.5-83 •010 .2 .04 .2 .2 .002 .002 11.667 •000 .2 .04 .2 002 • 11.750 .000 .2 .04 .2 .002 11.833 .000 .2 .04 .002 11.917 •ool) .2 .2 .002 12.000 .000 .2 .04 .2 .002 12.093 .000 •2 .04 .2 . 002 12-167 .000 .2 .04 . 04 .2 .002 12.250 .000 .2 .2 .002 12.333 •000 •2 .04 .04 .2 .002 12.417 ,000 •2 .04 .2 .002 12.500 .000 •2 .2 .002 . 12.5-93 . 1) 0 () .2 .04 .2 .002 12.667 .000 .2 .04 .04 .2 .002 12.750 .000 .2 .04 .2 .002 12.833 .000 .2 .04 .2 .002 12.917 .000 •2 .04 .2 .002 13.000 .000 •2 .04 .2 .002 13.093 .004) .2 .04 .2 .002 13.167 .000 .2 .04 .2 .002 13.250 •919 •2 .04 •2 .002 13.333 3 .000 .2 .2 .0q .2 .002 13.417 .0oo .04 .2 .002 13.500 .000 •2 .04 .2 .002 13.583 .000 .2 .04 .2 .002 13.667 .000 •2 .04 .2 .002 13.750 •000 •2 .04 .2 .002 13.R33 .000 .2 .04 .2 .1)".)2 13.917 .004) .2 .04 .2 .002 14.000 .000 .2 .04 .2 .003 14.08:3 .000 .3 051 . 3 '03 14. 167 OCIO .3 .06 . i. '104 14.250 .4 07 .4 0(0 .00) 000 .4 .4 07 .4 14.417 . .07 .4 .004 14.500 .00() .4 .4 .00 14.98:3 000 .5 .5 .08 .09 .5 .005 14.667 •000 .10 5 .006 14.750 .000 .6 .10 :5 .006 14.833 •000 .6 .6 .11 6 .007 14.917 .000 .11 :6 .007 15.000 •000 •6 .12 .6 .007 • 15.083 .000 .7 •9 .14 .7 .009 15.167 •000 1.0 .16 .8 .010 15.250 .000 1.1 .19 .9 .011 15.333 15.417 .000 .000 1.1 .19 1. 0 1.1 .012 .013 15.500 .000 1.2 .20 1. .013 15.583 .000 1.3 1.3 .22 .23 1 :2 .014 15.667 .000 1.4 .24 1,3 .015 15.750 .000 2.0 .30 1:5 .019 14.833 .000 2.6 .39 1.9 .024 15.917 .000 3.2 4 Lq 2 :4 .030 1 ok. ring om 13.583 000 .2 .04' 13.667 .000 .2 .04 .2� .002 13.750 .000 .2 .04 .2 .002 13.833 .000 .2 .04 .2 .002 13.917 .000 .2 .04 .2 .002 '. 14.000 .000 .2 .04 .2 .002 14.083 .000 .:3 .04 .2 .003 14.167 .000 . 3 .05 .3 003 14.250 .000 .4 .06 ..3 .004 ' 14.333 .000 .4 .07 .4 004 14.417 .040 .4 .07 .4 .004 14.500 .000 .4 .07 .4 .004 ' 14.58:3 .000 .5 .08 .4 .005 14.667 000 .5 .09 .5 .06 14.750 OOO .6 .IO .5 .006 1 14.83:3 .000 .6 .10 .5 .006 14.917 .000 .6 .It .6 .007 15.000 .000 .6 .11 .6 .007 15.08:3 .000 .7 .12 .6 .007 / 15.167 1.5.'250 .000 OQO .9 1.0 .14 .16 .7 .8 .009 .0t0 0 0 , 15.333 .000 1.1 .18 .9 .OIL qq 15.417. .000 1.1 .19 1.0 .012 ! 15.500 .000 1.2 .20 1.1 .Ol3 f� 15.583 .000 1.3 .22 1.2 .013 15.667 .000 1.3 .23 1.2 15.750 .000 1.4 .24 1.3 +w4 , 15833 .000 2.0 .30 1.5 15.. 917 000 2.6 .38 1.9 ; 16.000 .000 3.2 .48 2.4 Z.227 16083 .000 7.0 .75 :3.0 D � 16..167 .000 10.8 1.13 3.5 16.240 .000 14.7 1.67 :3.7 40 16.333 .000 10. 2 1.9 3.9 16.417 16.500 .000 000 5.7 1.2 � I . A9 ® 4.0 a AW .220 ' 16.583 .000 1.1 -w:'1'.77 3.9 .200 16.667 .000 .9 1.65 3.9 .180 Z 16.750 .000 .8 1.50 3.R .159 , 16833 . .000 .7 1.35 3.7 .139 I 16. 917 .000 .7 1.20 :3.6 .118 17.000 .000 .6 1.05 3.6 17.083 .000 .5 .90 3.5 .078 � 17.167 000 .5 .75 3.4 .057 17.250 . 000 %, 4 60 3.3 .0:37 � 17.333 .000 .3 •.35 2.6 .022 17.417 .QQO 1 .3 .21 1.5 .013 17.500 .000 .2 .13 .9 .008 ..;. • 411 17.583 000 .2 .09 .6 , 17.667 .000 .2 ,. .06 .4 004• 17.750 .000 '.2 .05 .3 .4.03 ' 17.833 .000 2 .04. .3 .003 , 17.917 .040 .2 .04 .2 .003 RR 18.000 .000 .2 .04 .2 .002 91 18.083 .000 .2 .04 .2 002 18.167 .000 .2 .04 .2 002 18.250 .000 .2 .04 .2 .00Z ,, 18.333 .000 .2 .04 .2 .00T 18.417 .000 .2 .04,.. .2 ::002 18,500 .000 .2 .04 .2 .002 i 18.583 .000 .2 .04 .2 .002 18.667 .000 .2 .04 .2 .002 18.750 .000 .2 .04 .2 .002 18.833 .000 .2 .04 .2 .002 18917 .000 .2 .04 .2 .002 19..000 .000 .2 .04 .2 .002 • 19.083 .000 .2 .04 .2 .002 19.167 .000 .2 .04 .2 .002 19.250 .000 .2 .04 .2 .002 19.333 19.417 .000 .000 .2 .2 .04 .04 .2 .2 •002 .002 19.500 .000 .2 .04 .2 i • 19.58:3 .000 .2 .04 .2 .002 19.667 .00Q .2 .04 .2 .002 19.750 .000 .2 .04 .2 •002 • 19. • ^_•33 .0 00 .2 .04 .2 .0� i2. 11.117 000 .2 .04 .2 .002 20.000 .000 .2 .04 .2 .002 • 20.08:3 .000 .2 .04 .2 .002 20.167 .000 .2 .04 .2 .002 20.250 .000 .2 .04 .2 .002 • 20.333 .000 .2 .04 .2 .002 20.417 .000 .2 .04 .2 .002_ 20.500 .000 .2 .04 .2 .002' • 20.583 .000 .2 .04 .2 .002 20.667 .000 .2 .04 .2. .002•• 20.750 .000 .2 .04 .2 .002 20. 833 .000 .2 .04 .2 .002 20.917 . 000 .2 .04 .2 .002 21.000 .000 .2 .04 .2 .002 21.083 .000 .2 .04 .'2 .002 3 21.167 .000 .2 .04 .2 .002 21.250 .000 .2 .04 .2 .002 21.333 .000 .2 .04 .2 .002 21.417 .000 .2 .04 .2 .002 : 21.500 .000 .2 .04 .2 .002 • 21.583 .000 .2 .04 .2 .002' OU2 21.667 .000 .2 .04 .2 • END OF FLOOD ROUTING ANALYSIS 0 0 • f ''�. �$v. PM�Mf. +rty_i. ..r OOO ,q.:�p.,•.. ^t'� ?, .�i A• .0� ..,y «. M-• .04 .�, .,1,�.,,.; :'tSO�!`.7`s Wow 4. 19iiIT' .000 .2 .002 19.500 .000 .2.. .04 .2 .002 ' • 19.583 .000 .2 .04 .2 .002 19 667 000 .2 .04 .2 .002 19.750 :001) .2 .04 .2 .002 19.833 .000 .2 .04 .2 .002 19.917 .000.. .2'-: .04 .2 20.000 .000 .2 .04 .2 .002 • 20.083 0! �0 .2 . 04 .2 .002 20..167. Ornl • .04 002' 0.250 .000 .2 .04 .2 .002 • 20.333 20.417 .000 .000 .2 .2 .04 .04 .2 .2 .002 .002 ?0.500 .000 .2 .04 .2 .002 n 20.583 o00 .2 .04' .2 .002 20.667 .000 .2 .04 .2 .002 +L� 20.750 000 .2 .04 .2 .002 20. 833 .000 .2 .04 .7. .002 '20.917 .000 .2 .04 .2 .002 21.000 .000 .2 .04 .2 .002 21.08:3 .000 .2 .04 .2 .002 21.167 .000 .2 .04 .2 .002 21 .250 . i X00 .2 .04 .2 .002 21.333 .000 .2 .04 .2 .002 21.417 .000 .2 .04 .2 .002 21.500 0 0 0 .2 .04 .2 .062 21.583 .il00 .2 .04 .2 .002 21.667 .04:10 .2 .04 .2 . 002 21.750 .000 .2 .04 .2 .002 © 21833 GOO .2 .04 .2 .002 21..917 ()oo .2 .04 .2 .002 22.000 .000 2 04 .2 .002 22.083 .000 2 .04 2 002 =" 22.167 .000 .2 .04 ,2 .002 2'2.250 .000 . 2 .04 .2 .002 22.333 .000 .2 .04 .2 .002 22.417 .000 .2 .04 .2 ..002 on 22.500 .000 .2 .04 .2 .002 22.583 .00o .2 .04 .2 .002 22.667 .000 .2 .04 .2 .002 22.750 .000 .2 .04 .2 .002 22.833 000 .2 .04 .2 .002 . 22.917 .000 .2 .04 .2 .002 23.000 .000 .2 .04 .2 .002 23.083 .000 .2 .04 .2 .002 23.167 G00 .2 .04 .2 .002 23.250 .000 .2 .04 .2 .002 23.333 .000 .2 .04 .2 .002 g- 2:3.417 iIGO .2 .04 .2 .002 23500 .000 .2 .04 .2 .002 . 23..58:3 .000 i00 . '2 .04 .2 .002 23.667 .000 .2 .04 .2 .002 2:3.750 000 .2 .04 .2 .002 . 23.833 2:3.917 .000 .00o .2 2 .04 . o4 .2 .2 .002 .002 24.000 .000 .2 .04 .2 .002 24.083 000 .0 .02 .2 .001 24.167 .000 .0 .01 L .001 24.250 24.333 .000 0100 .0 .0 .01 .00 .0 .0 .000 .000 .000 24.417 24.500 .000 .000 .0 .0 .00 o0 .0 .0 .000 24.583 .000 .0 .00 .O .00o 24.667 .000 .0 .00 .0 .000 24.750 .000 .0 .00 .0 .000 24.833 .000 .0 .00 .0 .000 • asaasaasv 24.917 amswaavavaazs- .000 Qeaaaeasazaaaaa .0 a:aa .00 aaa vaaa.aaaa........asas....... .0 .000 • END OF FLOOD ROUTING ANALYSIS 0 0 • f �w do ON im + �i EXHIBIT "H" HYDRAULIC ANALYSIS OF OFFSITE DRAINAGE FROM VACANT LAND ABOVE PROPOSED TRACT 13597 ,E� '0 0 ZJ 11110 �i 0 I 0 �4' Job No. 9 Date Sierra En Z CIVIL ENGINEERS • LAND SURVEYDRS • LAND PLANNERS f S 9 CC DIVISION OF PROJECT 2000, INC. 27007 FIFTH STREET HIGHLAN D, CA 92346 (714) 862.9400 By Sheet--Z—of 11 iY1 S iilf i� :� !! ! ��-, I 1;11 . ' /�I - � - -' i =0. i -I i - i�,' -– - /7 I I j � : I: � !! :'Ili �7 ���I ' i :I�i:��� I�III� �:: ii j i! �':: i ! I " : :� 4 . f it I(I II ! I � I�;iil ; i ii �'. _ I:I yy I I i � � � I it '� t �! li i : I j I I, � I I I � I r� � jlI�iill � i � �i � �� 'ii �I oil ! I ,!: : : ::i�11 �Z j �' ,�f��f,�;� � ! i G ! � ,� � �. � I '. { f ; ! I it � { � ' i i ;� �.,' I � I �; �� ! il �;i I ���' ''! �i ';:,I ::;:;.� j:(', i!, ► ill 11 ii ii��l' 0 �4' 4" di 0, t r7 kl- Job No. Date Sierra Engineering QVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS DIVISION OF PROJECT 2000, INC. 27007 FIFTH STREET HIGHLAND, CA 92346 (714) 862.9400 y/q �� �A� ✓Q By SheeL--�Lof Z_ i+ � ! '�,� ► i ill � i! I ;li I i 5' ' 7T , 7 1o, ; r 7� Ill Vic'.. -'1� r� 1 I J _ l 10 -i S �J '/� �3 a , f j i 1 7 3 EXHIBIT "I" D - LOADS ON STORM DRAIN PIPE 0 F MKNM .. .. .. .. .. .. .. MMMMM -�ff .. �� . • ��������r�s ' TRENCH CONDITION city of rancho cucamonga STANDARD DRAWING �l i 1 DEPS O OF COVER I INFEET -�ff .. �� . • ��������r�s ' TRENCH CONDITION city of rancho cucamonga STANDARD DRAWING �l i 1 ' TRENCH CONDITION city of rancho cucamonga STANDARD DRAWING �l i 1 di did im EXHIBIT "J" DETENTION BASIN CRITERIA 11 1ATEROFFICE MEN..O DATE Septe er 4, 1987 FROM ROBERT W. CORCHERO, Chief Water Resources Division TO CHARLES L. LAIRD, Acting Director Transportation /Flood Control PHONE 2515 1653 L county of San Bernudino File: 1(FC) -53 ECT SAN BERNARDINO COUNTY DETENTION BASIN DESIGN CRITERIA As requested the subject criteria was reviewed with respect to the determination of pre - development peak flow rates.. According to the existing criteria the County can be 85% confident that the calculated peak flow rate will equal or exceed the peak flow rate at a given concentration point if adequate streamflow data was available. Therefore, the County can only be about 15% confident --� -- detention basin outflow: will not adversely affect downstream properties (not considering erosion). �i The County should be at least 50% confident a deten tion basin outflow will not adversely impact properties downstream of the basin. Based on the calibration study of the county's hydrology method the input parameters (ptocedures) described in the Manual should be modified-as follows: a) 10 year peak flow rates should be calculated using 5 -year rainfall, b) 25 -year peak flow rates should be calculated using 10 -year rainfall, and Id C) 100 -year peak flow rates should be calculated using 25 -year rainfall and AMC II. If these design parameters are used for determining the pre - development peak flow rates, the basin outflow metered to 90% of these calculated pre - development peak flow rates and the post - development peak flow rates to the basin calculated in accordance 50% confident with County Hydrology Manual, the County will be over adja cent or the resulting basin design will not adversely affect " downstream properties (not considering erosion). The desired confidence level for detention outflow is a policy decision. Once the desired confidence level is determined the required input rainfall amounts can be developed to calculate the peak flow rate at the corresponding confidence level. I have discussed this policy issue with John Pederson of the U.S. Army Corps of Engineers, Ron Moore of the Soil Conservation Service by and Al Nessinger of Orange County. Al Nessinger pointed out using basin inflow hydrographs based on a 85% confidence level di am E Memo to Charles Laird September 4, 19t,, Page 2 and by creating adequate storage to reduce the peak flow rate from the basin to 90% of pre - development condition based on a 500 confidence level, the resulting confidence level that downstream conditions have not changed will be greater than 50 %. Also, the rainfall pattern used in the hydrograph method was chosen to be the most severe test on basin design. When these facts are combined with criteria of using multi -day storms, the resulting basin design should be adequate to ensure downstream properties will not be subject to increased peak flow rates. Ron Moore felt the revised criteria better fit the actual pre - development conditions in the field. John Pederson and Al Nessigner both felt the criteria should.be tested against actual occurrences in gaged watershed. Attached is page 2 of the design criteria with the proposed changes shown in bold type. Should you have any questions, please call. RWC:mjs Attachment cc: Ken Miller Detention Basin Desirm Criteria for San Bernardino Cotmty Page 2 II. Basin Capacity and Outlet Drain A. When a basin (regional, local, temporary or joint use) is to be used to mitigate downstream npacts due to increased flows generated by a development, basin capacity and outlet size shall..be such that the post - development peak flaw rate generated by the site shall be less than or equal to 90% of the pre - development peak flow rate from the site for all frequency storms up to and including 100 -year (i.e.) the peak 2 year post - development flow rate is equal to or less U 90% of the peak 2 year pre - development flow rate from a site and etc. for all frequency storm events through 100 year). 1. Only 2, 10, 25 and 100 -year storms need to be analyzed. 7 2. post - development peak flow rates shall be calculated in accordance with the "San Bernardino County Hydrology Manual ". 3. pre - development peak flow rates shall be calculated accordance with the "San Bernardino County Hydrology Manual" with the following exceptions. a) 10 -year peak flow rates shall be calculated using O . 5 -year rainfall. b) 25 -year peak flaw rates shall be calculated using 10 -year rainfall. C) 100 -year peak flaw rates shall be calculated using 25 -year rainfall and AM-II. 4. Additional studies shall be submitted where there exists more than one basin in the drainage area under review. The studies shall address the timing of the peak flow rates from the basins to ensure downstream flow rates are not increased. k-i - �J ( RECEIVED SEP 1 3 1989 Cit of Fontana C A L I F O R N I A Sierra Engineering 27007 E. Fifth Street Highland, CA 92346 Re: Tract #13597 Gentlemen: The above referenced project was approved at a City Planning Commission meeting held on August 28, 1989, requesting review of a proposed detention basin plan for project located 165+ southerly of intersection of Cerritos Street and Mango Avenue. The action of the Planning Commission will not be final for a period of ten (10) days to allow any filing of appeals to the city council. This decision may be appealed to the City Council within ten (10) days by filing an appeal application with the City Clerk. If you have any questions regarding this action, please contact John Libiez„ the Staff Planner who worked on your proposal, at (714) 350 -7626. i n r ly, yours, Deput� Manager of Planning Enclosure RG:dma cc: Building & Safety Business License Engineering Judy Beswick Richard Brooks 3 8353 SIFnnA AVF.NUF (P.O. nox 51A) • FnNTANA, (7ALIFnnNIA Q7335 • (714) 350.7600 1 �Is CONDITIONS OF APPROVAL 1. Applicant shall dedicate an easement in favor of the City for flood water regulation upon the rear portions of lots 13, 14, 15 and 16 of Tract #13597.'. Said dedication shall be made upon a "Declaration of Dedication" approved as to content and form by the City Engineer, Manager of Planning and City Attorney. The Declaration shall be recorded prior to issuance of any building permits for the homes within the tract. MODIFIED AT PLANNING COMMISSION 8- 28 -89. 2. The Basin shall be designed for passive use only and shall be in substantial conformance to the plan submitted. Design criteria shall include but not be limited to the following: A. Block wall along west and southerly boundaries. B. Tubular fence (typical) along Mango Avenue and rear yards of lots 13, 14, 15 and 16. C. Design of plant material shall include: 1.) Softening of block walls with vines, shrubs, trees, and groundcover. 2.) Groundcover material shall include turf where slope does not exceed 3:1. D. Slopes not to exceed 2:1 in any portion of the basin. 3. Detention basin easement area shall be deeded back to homeowners when the master storm drain is installed. 4. Developer shall deposit a cash bond to return detention basin into a useable rear yard for the appropriate lots. 5. The flood detention basin shall be completed prior to the issuance of the first certificate of occupancy for structures upon the lots in Tract #13597. 6. Prior to the recordation of final tract map; or in cases where a final map has been recorded, prior to the issuance of any Certificate of Occupancy for structures including model home complexes, the applicant, owner, developer or his agent shall prepare a real estate disclosure statement containing information relative to the community area in which said lots or structures are located. The real estate disclosure statement is to be given to prospective buyers of the subject lots prior to any sales