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Hunters Ridge Infrastructure Evaluation
HUNTERS RIDGE INFRASTRUCTURE EVALUATION FOR THE STORM DRAIN SYSTEM KAPP & ASSOCIATES, INC. asp C O N S U L T I N G C I V I L E N G I N E E R S . L A N D P L A N N E R S 4 S U R V E Y O R r ip HUNTERS RIDGE, FONTANA STORM DRAIN INVESTIGATION IN I. INTRODUCTION eft A. Regional Drainage Facility At the present time, Bill Mann & Associates is conducting a a study of the existing drainage facilities within the sphere of influence of the proposed Hunters Ridge site. These facilities include the following: w• 1. San Sevaine wash and levee which runs along and through the west property line of the Hunters Ridge site. ,R 2. Hawker — Crawford Channel which runs through the easterly portion of the Hunters Ridge site. 3. San Sevaine Retention Basin just southwest of the Hunters Ridge site. 4. Rich Retention Basin, north and east of the Hawker — Crawford oft Channel. ha To date, Bill Mann & Associates Regional proposals include: 1. Realignment of the San Sevaine Levee which is being coordinated with the SBCFCD. 2. Investigate the possibility of developing the Rich at Retention Basin area into a Water Recreation and Park site as requested by the City of Fontana. 3. Construct a debris basin within the Hunters Ridge site along the westerly boundary in the upper third of the ,.. project at the upstream reaches of San Sevaine wash. hi Since the development of the Hunters Ridge site will directly affect the results of Mr. Mann's study, a copy of this report o will be forwarded for use in his study effort. B. Hunters Ridge Site Specific Hunters Ridge is a 570 acre site located in the newly annexed northwest corner of The City of Fontana, at the base of the San Gabriel mountains. In the undeveloped state, the northern end '"` of the site drains into Rich Basin. The remaining portion of it the site drains southerly into San Sevaine Basin. This drainage pattern will in general be preserved in the final site development. oft 4r Am AO re With the development of the site the rate of infiltration will be decreased causing increased storm runoff into San Sevaine Basin. To protect against excessive flooding and erosion in ''" the site area, drainage facilities will be constructed to safely convey the storm runoff into the San Sevaine Basin. Drainage System Alternative Description Three alternative drainage systems were evaluated in this study: a. Alternate *1, called "TOTAL AREA" routes the storm runoff from the most northerly area of the site, r4 using street capacities and reinforced concrete pipes draining toward Summit Avenue and finally into San Sevaine Basin. Mitigation of increased runoff due to development will require excavation of the '"" San Sevaine Basin. The piping system required based on a 25 year storm is shown on the exhibit which follows. (1) . PROS: (a). The solution utilizes regional facilities Oft to handle the increased runoff as preferred 10 by the SBCFCD and the City of Fontana Public Works Department. tri (b). Of the three alternatives, alternative *1 will require the least amount of p , maintenance. jar (2). CON: f (a). The cost of the system is $3,336,350, second lowest of all the alternatives. b. Alternate *2, called "Split System" is basically the same as the "TOTAL AREA" with the following exceptions: that portion of the site above the Southern California Edison easement will be routed into the San Sevaine wash to the west. That portion below the SCE easement will be routed to Summit and Cherry Avenue and finally into San Sevaine Basin. Ultimately, all flows will enter the San Sevaine Basin. The piping system required based on a 25 year storm is shown on the exhibit which follows. Excavation of the San Sevaine Basin will be required gom to handle the increased flows due to development. kW (1) . PROS: (a). This solution is the least costly at $2,611,475. so rw bia (2) . CONS: tli (a). Permission will have to be obtained from the property owner to the West to allow discharge onto his property as stated by the SBCFCD. It is highly unlikely that said permission will be granted. ri (b ).. The existing culvert to the west of Hunters Ridge crossing Summit Avenue will have to *- be upgraded. c. Alternate *3, called "SCE Retention Basin" is e ,,, similar to the "Split System" with the following exceptions: the runoff above the SCE easement will be routed into the western area of the SCE easement where a retention basin will store approximately 4 acre —feet equating the difference in peak flows between the developed and undeveloped states only to minimize the size of the retention facility. This Aft alternate would require the construction of storm drain facilities within the SCE easement to avoid 1 11 1 the loss of valuable land. The system is as depicted on the attached exhibit. (1) . CONS: (a). This alternate is the most costly solution at 53, 500, 538. tio (b). Construction of storm drain facilities within the Southern California Edison irgr requires their permission, preliminary discussions with Mr. Chann of SCE Real low Properties Department has indicated that • SCE will not allow storm water retention within their easement, nor will they allow w „ parallel encroachment of piping systems within their easement. it (c). The City of Fontana Public Works Department *.) is obJectional to construction of the onsite retention basin due to maintenance requirements and would prefer a regional solution as proposed in alternative 1. { II. RECOMMENDATIONS A. Realign the San Sevaine Levee to the westerly property line. Coordinate with Bill Mann & Associates as well as SBCFCD to accomplish same. • rwk to B. Coordinate with Bill Mann & Associates for the alignment and sizing of Hawker Crawford Channel. C. Implement Alternative 1 as the drainage solution for the protect. The significant elements of the solution are: (1). Construction of the piping system as shown on the attached requiring verification and approval of the calculations shown in Appendix 1 by the City of Fontana and the SBCFCD. e (2). Provide for an excavation of 38610 C.Y. within the San Sevaine Retention Base to allow for storage of increased runoff due to development insuring adequacy of downstream systems. *r • • • a it c TABLES 0. Table No. 1 - Alternate *1 - "Total Area System" Cost Estimate Table No. 2 - Alternate *2 - "Split System" Cost Estimate Table No. 3 - Alternate *3 - "Retention Basin in SCE R /W" - Cost Estimate It EXHIBITS t- g Exhibit A - Alternate *1 - "Total Area System" - Storm Drain Sizes Exhibit B - Alternate *2 - "Split System" - Storm Drain Sizes Exhibit C - Alternate *3 - "Retention Basin in SCE R /W" Storm Drain Sizes Exhibit D - "Total Area System" - Hydrology Study Plan ,104 Exhibit E - "Split System" - Hydrology Study Plan Exhibit F - "Retention Basin in SCE R /W" - Hydrology Study Plan Exhibit G - Undeveloped Area - Hydrology Study Plan 11r APPENDIX A: Alternate *1 - "Total Area System" v B: Alternate *2 - "Split System" C: Alternate *3 - "Retention Basin in SCE R /W" gig lig 1w Pow APPENDIX A { is APPENDIX A — Alternate *1 — "Total Area System" EXHIBIT A — Alternate *1 — "Total Area System" Storm Drain Sizes TABLE 1 — Cost Estimate fir CALCULATIONS Calculation Summary Graph Rational Method 2, 10, 25, 100 Year Storm Design Calculations r Hydrology Calculations 2, 10, 25, 100 Years Storm EXHIBIT D — "Total Area System" — Hydrology Study Plan irr See Exhibit G For Undeveloped Area — Hydrology Study Plan to i fha 1 r i . , : , ,, , ),,,, \,•,,,,,,7 . , _,,;_y_,,,, ,,,,_ ____,/ , ../____,,,,\•2,,,,,,,,_ , ___, I 7 . ■ ------''---- ' - ‘-----"-------------'-'2-:_-, , j ( _, '-,,..,,,__ , - .,-2 i .,, s , i ,\--- -----„ \\,• 7( „___-_-,--_- ._- ..., - --, ' -----..--_,- . ; 1 7 ' , - Pl, \ ' -A .%1 1 ( . • ,, ,',(' ' 4i, , , --, (\ \ ' ■, r _-...- , :.; _. , 7,__/ v : - l■ ' +\ ' 7 L 1 ' s ''''.----:------' ' " ' ' ( • . - '''-^ '1 )/ 'L ''' / , , / - 1 1 i / .-,-; \ 'A ''-• ' 7 I \ - I 1 ) ) ''\ - ' ' i r ' - ,=--- 1 ' 1 • ' / \ L..-- - l, • ( ,s c ji s dit ---r, , ' , I ' '-‘ \ '_ \_i ,.._ / ' ', ,,,,,L;,..'1„ , \ ,__ -- . ■ , \ --- ' , ' ', , '1 ''' -"--; ■1 1 ' '---' 1,,,2 '- - `'.-- '' ' - -----/' " ( — ' - A' • '"' - \ )‘,‘I' ` , : '---:-' ,,' ‘...- , ' \ ', •---- (-----'., 1 . 1 --. , - ' 't 7 1\,, ■_-.,/ , - i , - -_;: - ......) ■ , . .. ‘, N... • ,,, y 2_ ,, ' „ -- -, `,,,, ,", - .,,-; , _---- -_, ', , .■..,,.-_--,-., \---,-,__ / I, ' ,`"---- --' ' ) ' ', ,,s ' , .. 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TUSTIN, CALIFORNIA 92400 • (714) 730.57°47 ' ' ri A SPECIFIC PLAN PREPARED FOR THE CITY OF FONTANA .,. .. <..Y,,., L um m. - TABLE 1 bi ALTERNATE *1 "TOTAL AREA SYSTEM" v. au ITEM QUANTITY UNIT PRICE TOTAL s- i #M 1. 24 Inch RCP 100 /LF $ 48 /FT. $ 4,800 '"" 2. 33 Inch RCP 4000/LF $ 66/EA S264,000° 3. 36 Inch RCP 900 /LF $ 70 /LF S 63,000 Pa 111 4. 42 Inch RCP 1400 /LF $ 90 /LF $126,000 5. 45 Inch RCP 700 /LF $ 100 /LF 5 70,000 O 6. 48 Inch RCP 950 /LF $ 110 /LF 5104,500 7. 51 Inch RCP 1900 /LF $ 115 /LF $218,500 8. 54 Inch RCP 1450 /LF $ 120 /LF $174,000 9. 57 Inch RCP 950 /LF $ 135/LF $128,250 101 10. 63 Inch RCP 2600 /LF $ 160 /LF 5416,000 pm b 11. 75 Inch RCP 1000 /LF $ 190 /LF 5190,000 0. 12. 90 Inch RCP 1480/LF $ 250 /LF 5370,000 am 13. 96 Inch RCP 150 /LF 5 275/LF 5 46,250 14. Manholes 45 /EA. $3850/EA. .5173,250 ire 15. Junction Structure 15 /EA. $2500 /EA. 5 37,500 ri 16. Catch Basin 35 /EA. 54000/EA. 5140,000 am 17. Outlet Structure 1 /EA. $20000 /EA. 5 20,000 ill 18. Retention Basin Earth Removal 38610 CU. YD. $ 3 /CU. YD. $115,830 19. Summit Ave. Crossing 600 SQ.FT. $ 12 /SQ. FT. $ 7,200 .. Subtotal $2,669,080 1s 20. Engineering, Surveying, Fee's @ 15% $400,362 w. im 21. Contingency 8 10% 5266,908 -- Total $3,336,350 bi r 6 *., J.P. KAPP & ASSOCIATES, INC. JOB (' "`� S R - 1 P MN 15892 Pasadena Avenue SHEET HO. ' . OF TUSTIN. CALIFORNIA 92680 (714) 730.5757 CALCULATED SY L.L.q...., DATE .5 /3 /F7 r CHECKED SY DATE SCALE I I'DIAL AOZEA ill ,¢ fig /3 I !2 iiii CI N 0 y IINI u er 8 i . • LL 7- 0 PO 7 6 2 G • r. • ism 5 ow 4 ii • ow 3 se c r 2 li PO .. 2 40 GO • _ 8o 100 STORM FREQ. Om/4m4) ow W DROC,RApH OsveLo Q • FiyOR.oGRApµ/ UN 10.. 6 6 s W)+Tto...3M../ .00Il6Lop) 0 . RArt I owa. / VN004106. Pil ifill PM 141anie4 ( D We J.P. KAPP & ASSOCIATES, INC. JOB hi 15892 Pasadena Avenue SHEET NO. It' 2 OF 2. TUST1N. CALIFORNIA 92680 DATE ?j 13 ) f" (714) 730.5757 CALCULATED BY CHECKED Sy DATE SCALE . 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OF CO TUSTIN, CALIFORNIA 92680 ' L . �,,...�- / / � — (714) 730.5757 - CALCULATED BY DATE 7/ OM CHECKED SY DATE SCALE Po iiii PM ill Aft i 1 / I ... 6 L i s 1-1) . . . . . • 'fir ... 1 1 tho . rn i 1 Lit . III Is . / AIM ell 0 ell �"� - S ubt � iill w. hi 2 ya — — 24 Hie_ . 0. Iiii Av 4 ... 1 . U iii I\ PM M • 6 J +LE 1 4_ 2- oc' r. I J.P. KAPP & ASSOCIATES, INC. JOB r. lif -ti) Nl 4 ' 15892 Pasadena Avenue SHEET NO. '3 OF 6 T.USTIN, CALIFORNIA 92680 Z/ -1,�� 2 /¢ /F (714) 730,5757 CALCULATED BY 7 DATE ` Am l illi CHECKED BY DATE SCALE ra I ._ - ______ ... ,.. / Pm FIN I • iii 'v' r< 1 / 1 1 H --,,-----1:r • iiii lir /11 PIM i.11 *'..'''''''...''''":1 4, l (' r OM 1 2 '(� . e, i . . ;l tkv4 : 2, / c. a ",,,' T V im lig $COLE 1 N= Z000' rM I I �Yr ' 3.5 3.5 3 3 a• 2.5 2.5 .�. cn w 2 +ir rr1 2 2 �- CL w / �Ir � J i . I 1.5 1.5 - 1.35 • 0.5 0.5 0 2 5 10 25 50 100 RETURN PERIOD IN. YEARS NOTE VI,,, L FOR INTERMEDIATE RETURI+PERIOOS PLOT 10 -YEAR ANO 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS ANO READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10- YEAR ONE HOUR • 0.95 AND 100 -YEAR ONE HOUR • 1.60" , YS -YEAR ONE HOUR • 1.18. l REFERENCEINOAAATLAS 2,VOLUME 3T- CA 1,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -12 FIGURE 0 -2 um i. • J.P. KAPP & ASSOCIATES, INC. 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'4.:_ _.- ■ ■M in, 1 -! . -tt - -- 1 . , \.. � :-1 - .� .1: l • � tr, 4 -t . __ _ • ' - . "-t-• I. 5 10 20 30 40 50 N 100 200 300 4 00 500 1000 :di 1 4 - I..) 3Z = 0 96 STORM DURATION - MINUTES ',0 i PROJECT LOCATION t� L am'' - -•�-1� r.,� ; aJ l� l �' t � := � , T n.�.� it `j NOTES — 2i 'i1' - f-4 It F7. t'. :x/r5;.1•. = 0.7 1 ' „J, 2■ 1-0 e-,1-4.,1V, .. :7 4 WEPARTMENT OF TRANSPORTATION/ COUNTY OF SAN BERNARDINO FLOOD CONTROL/AIRPORTS � NTROL AIRPORTS ‘‘' PUBLIC WORKS AGENCY 825 East Third Street • San Bernardino, CA 92415 - 0835 • 1714) 387.2800 ��� j � MICHAEL G. WALKER //�/�1 Director August 10, 1987 File: 1- 800/1.00 1- 802/1.00 106.0102 Ronald P. Sheldon, P.E. { Project Manager J.P. Kapp & Associates, Inc. 15892 Pasadena Ave. Tustin, CA 92680 Re: Hunter's Ridge Hydrology Calculations Dear Mr. Sheldon: Thank you for the opportunity to review your firm's Hydrology Calculation (Study) related to the development of the Hunter's Ridge site in the City of Fontana. It is understood that the following three options for handling drainage were reviewed by your firm: A. Onsite retention within Edison easement. B. "Total Area" flow into San Sevaine Basin, using a single connection. C. "Split System" with the area above Edison easement flow into San Sevaine Wash and the remaining portion into San Sevaine Basin directly. Of the three options, "B. 'Total Area' flow into San Sevaine Basin, using a single connection ", is the most practical solution presented at this time. Our office reviewed the above alternative, and in our opinion the study does not fully address the mitigation of the incremental flows generated by the proposed development. Our comments and recommendations are as follows: 1. The study should be revised to clearly show the proposed system's impact on the overall San Sevaine System. On site retention may have a detrimental impact with regard to corresponding "peak times of concentration" in the main system. 2. This study addresses only volume reduction and does not address mitigation of peak flow rates. The study should be revised to show there will not be an increase in peak flow rates in San Sevaine Channel downstream of the San Sevaine Basins. I 1 1 a Hunter's Ridge Hydrology Calculations Page 2 - 8/10/87 3. The revised hydrology study should be based on 1986 version of San Bernardino County Hydrology Manual. Should you have any questions, please do t sitate to contact me at (714) 387 -2619. •7 Ve ruly urs S. NEEB, P.E. Etiwanda /San Sevaine Project Manager LSN:kb 1 cc: 11111B Robert Corchero, P.E. Mina Ghaly, P.E. CLL /KAM /Reading File 1 1 I { 1 I I i a Hunter's Ridge Specific Plan Page 2 8/12/87 Mello Roos District and a special City Fee District as possible funding mechanisms, but there is not a commit- ment by the developer to participate in any funding mechanisms. With regards to the alignment and realignment of the East San Sevaine levee near the west line of Section 23, the following items should be considered: A. The design for the grouted rock slope protection for the levee should be per CALTRANS bank and shore protec- tion standard. The thickness should be 1.5 times the nominal 1.79 foot diameter of the specified one quarter ton rock, for a total thickness of 2.7 feet. • B. There is a potential for severe erosion to occur adjacent to the proposed levee. Therefore, an engineer- ing analysis of the potential scour adjacent to the levee should be provided to insure that the minimum recommendations are adequate to preclude undermining of the levee. C. Referencing letter dated April 23, 1987 to Laurie L. Lawhorn from this department, and a letter dated February 21, 1979 to Envista, Inc. Request mention that this correspondence should also be adhered to. D. The proposed realignment should be reviewed and approved { by the underlying fee owner. Appropriate rights, preferably fee, will have to be obtained in favor of the District in the area where the levee is to be realigned. It is suggested that fee right -of -way also be obtained for the remaining portion of the levee. E. The District does not claim to exercise full control over the fee property owner or adjacent properties, of which the District might have designated prior rights. Should changes be proposed in the direct uses of these properties, such as rock lining or channel excavation, levee rebuilding, etc., the underlying fee owner should be contacted directly and appropriate permission received in writing. g F. San Sevaine levee improvements on site should be dedicated gratis to the District in fee. G. The owner /developer should agree to dedicate gratis any lands which may be necessary to construct, operate, and maintain the proposed San Sevaine dam presently planned in the vicinity of the northwest portion of the Hunt Club. Hunter's Ridge Specific Plan Page 3 8/12/87 Based on a cursory review of the traffic distribution model in the Kunzman and Associates traffic study for Hunter's Ridge, it appears that only a minor amount of traffic from this develop- ment would use County surface streets west and east of the project. Most of the generated traffic has direct access to Route 30 and to Route 15, through the City of Fontana. Since this project may not significantly impact our County roads and the mitigations for traffic do address arterials to the state routes, no further comments regarding traffic will be made at this time. Should you have any questions or need further assistance, please do not hesitate to contact at (714) 387 2519. -1 V r rulo � 1 �S S. NEEB tiwanda /San Project Manager LSN:kb cc: Ron Sheldon Nick Pappas Bill C. Mann, P.E. 1 Reed Flory Robert Schoenborn, P.E. Robert Corchero, P.E. i Mina Ghaly, P.E. Fil Gonzales, P.E. CLL /KAM /Reading File PARTMENT OF TRANSPORTATION/ COUNTY OF SAN BERNARD,NO ENVIRONMENTAL FLOOD CONTROL /AIRPORTS ``\\ \„ PUBLIC WORKS AGENCY / �� 825 East Third Street • San Bernardino, CA 92415 -0835 • (714) 387-2800 MICHAEL G. WALKER ��IP \\ Director August 12, 1987 V9) File: 1- 800/1.00 1- 806/1.00 106.0102 Mr. Ernie Perea, Senior Planner City of Fontana Fontana Planning Department 8353 Sierra Avenue P.O. Box 518 Fontana, CA 92335 Re: Hunter's Ridge Specific Plan Dear Mr. Perea: • The Department of Transportation /Flood Control /Airports is in receipt of your letter dated June 1, 1987 forwarding a copy of the Draft Environmental Impact Report and Draft Specific Plan for the Hunter's Ridge Specific Plan. These documents were provided for our review and comment in those areas of particular concern to us. Our office has reviewed the subject Draft Specific Plan and EIR. We would like to share with you some of our concerns: 1. It is not clear whether San Sevaine Wash and Hawker Crawford Channel improvements will be made as part of the development, by the City, or if only cash contribu- tions are to be made. Although improvements are mentioned, the type of improvements, i.e., rock slope protection, concrete channel, concrete reinforced boxes, etc., are not described. Therefore, the future adequacy of these facilities and necessary building setbacks cannot be evaluated. 2. The EIR states, (1) increased runoff will be mitigated by enlargement of San Sevaine Basin #5 or Rich Basin, and (2) the enlargement will be accomplished either during construction of the development or by fee paid to the District, which will then be responsible for enlarging the Basin. The District does not want the responsibility for enlarging the Basin. It should be noted that the enlargement of any of the Basins will require modification /replacement of the corresponding outlet structures for them to be adequate to handle the increased runoff. 3. The County /District and City are in the process of studying the formation of a Special Districts /drainage fee and /or ordinance for regional and /or local drainage systems. As such, it would be necessary for the owner /developer to agree not to object to the formation of any Special District /ordinance, which would impose costs for the development of any regional and /or local drainage projects. The EIR does mention a San Sevaine elim i Po Ing-IMENVEMIMMENNEMMERMINIMENIMIHEINEME 8.0 ill OP 6.0 MEI i ffi MEE ra MOMMINAIR nip IN EISIEN 11 Kali 1 NEENERIENAN IN 5.0 NM 4.0 REP"M ENEMEi$�®® �RM MIEHNI � ®® ®11 al' ORENT=TUERIMMINIMMFAMM II !MM.. r.•BMA nM .r • ift .• 3.0 • �s� .. •, ii 01 IMEEE--.7.._40MF.4..... 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NMI .IM1. 1 aiiiii I yy M. a ra YMtn. M //Y/ M � IIIN N■M. ' xxtvs� Y .. N •// i O 1•NIU 111•1111111•11•611 111•1111111•11•611 /1MII11N 1 . 11 1 �� :=.N / �• / �//II MN UZI . NI N -.- -.- /�/ / // � // p I.1, „.,, um ali • 0.1 am I glillpiligi I N NW s I ,Nl u, .. .. i i i i lI M111 ii I m I ,m, iiiiiii l ' $, in wi/•IMwi:iMpl ' 2 3 4 5 6 T 8 9 10 20 30 40 50 60 70 80 90 /.I STORM DURATION (MINUTES) ii DESIGN STORM FREQUENCY= 2 YEARS bhnl� - � K 4.1 _ x.3 0. 3o ONE HOUR POINT RAINFALL = 0'7 INCHES nn1>u L 3�° , - 74_ �.'� = 04 i1 Loo LOG -LOG SLOPE _ • PROJECT LOCATION =rs 12_4 Ot.,,, or �ia... -t Per 19 SAN BERNARDINO COUNTY INTENSITY — DURATION In CURVES .•w HYDROLOGY MANUAL CALCULATION N SHEET Nl. wwi ill 1 1 1 II 1 1 ola• 11 1 1 i II . I I I - - - -- - - I „" I I STUDY NAME: T t O ArL YSTC 4 i"i To Sn '''' l ' EVi441 " ° 1 CALCULATED BY: 1 I I '''' C 05\n 7 1 CHECKED BY: I i 1 1 2.0 YEAR STORM 1-HOUR RAINFALL(inch)= .85;INTENSITY SLOPE = .700 I PAGE NUMBER / OF 3 I II [ADVANCED ENGINEERING SOFTWARE] - - "m 1 ICONCENTRATIONISOILIDEV.1 AREA 1 I I C 1 0 1 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS I I 1 POINT NUMBERITYPEITYPEI(ACRES)lin /hl l(SUB)1 TOTALIft /ftl Ifps.l ft.Imin.l min.) AND NOTES 1 I I - -- I- 1- 1--- I - - I -I I 1-- I--- I I 1- I -- -I -- - - -1 on 1 I---1-1-1--1--1--1-----1-1-1-1--1-1-1 1 -I I I I I- I -I -I -I -I I 1.42861 1 1 7001 8.71 (INITIAL SUBAREA( 1 I I 1.001 1 I 9 I 7.813.291.6591 16.91 I I I - -I -I - I 8.71 1 1 I I 1 -I -I I -I -I I 16.91.12001 street! 9.1110001 2.01 I*Qavg= 26.8cfsl 1 Rim . 1 1 36.ft STREETI I 1 I 1 1. I 1 1 I 1 1 1 IDn= .39 W= 11.81 1 1 flow to PT. #I I 1 1 I 1 I 1 1 I 1 I 1 I X -fall= .020001 1 l l 2.001 1 I 8 1 10.512.861.6521 19.61 I ! I -I -I- 1 10.61 I wim 1 - -I -I -I ---I ----I I 36.51.08461 street) 8.7113001 2.41 I*Qavg= 46.3cfsl 1 al 1 1 36.ft STREET( I I 1 I I 1 I 1 1 1 I I IDn= .47 W= 15.51 t l flow to PT. #I t I I 1 I 1 I 1 1 1 I 1 I X -fall= .020001 1 I I 3.001 1 1 8 1 12.912.471.6211 19.81 1 I 1 -1 -1 -I 13.01 I ow I I 4.001 1 1 8 1 26.412.471.6211 40.61 1 I I -I -1 - 1 13.01 1 iii 1 I- 1 -1 I -I -I 1 96.91.13121D= 27. "131.8116001 .81 In =.0130 Dn= 1.61 1 I I 5.001 1 1 5 1 35.312.371.7171 60.01 1 1 1 -1 -1 -I 13.91 11 . .. 1 1 1 -1 -1 1 -I - -1 1 156.91.089310= 33.'130.3114001 .81 1n =.0130 Dn= 2.21 1 • 1 1 6.001 1 1 5 1 21.012.281.7121 34.11 1 I 1 -I- I- 1 14.71 I i I 1 I -I -I I -I -I 1191.01.06321D= 39. "128.41 9501 .61 In =.0130 Dn= 2.51 1 ... I t 1 -I -1 1 -I ----I 1191.01.050010= 42.'126.21 7001 .41 1n =.0130 Dn= 2.51 1 I I 8.001 1 1 5 1 47.212.181.7061 72.51 I 1 1 -I -1 -1 15.71 1 iM 1 1 I -1 -1 1 -1 -I 1263.51.03331D= 51.'124.4112001 .81 1n =.0130 Dn= 3.01 1 I I 9.001 1 1 7 1 12.312.101.6111 15.81 1 I I -I -1 -1 16.51 1 "" 1 1 9.001 1 I 1 1 10.012.101.8201 17.21 I 1 1 -1 -1 -I 16.51 I in 1 1 9.001 1 I 9 1 11.012.101.5511 12.71 I I --- - I -I -I -I 16.51 1 ! I t -1 -1 1 -1 1 309.31.05621D= 48. "130.71 8001 .41 In =.0130 Dn= 3.01 1 on 11 10.001 1 I 4 1 11.012.061.7431 16.91 I I I -I - -I ----I 16.91- 1 I -I I - I- I - ---1 326.21.05831D= 48. '131.41 6001 .31 In =.0130 Dn= 3.11 1 in 1 1 11.001 1 I 5 1 21.712.041.6961 30.71 1 1 I -1 -I - 1 17.21 1 I I 11.001 1 1 9 1 6.612.041.5411 7.31 I I I- I -I----I 17.21 1 I I I - 1 -1 1 - I - I 1 364.21.024010= 60.'123.3110001 .71 1n =.0130 Dn= 3.71 1 nm' 1 1 I -I -I - -1 -I -I I 1 I 1 -1 -1 -1 I -I I I 11.001 I 1 233.711.981 I 1 364.21 I 1 1 1 1 17.91 Stream Summaryl 1 woo 1 1 I - -1 -I 1 -I -I I I I - I-- I -1 --1 I 1 1 1 all -1____1..........1 - I -I - I - -I 1.08801 I 11000110.91 lINFTIA_ SUBAREA( 1 I I 14.001 1 1 6 1 14.012.811.7161 28.21 -i - -I 1 -I - -- I -- 1 10.91 1 I I I ' 15.001 1 I 4 1 15.212.811.7721 33.01 - -- I I- I - -I - -I - -I 10.91 i '" 1 1- - - 1 • 1 *DEVELOPMENT TYPES: I COM, 2 IPT, 3-141, 4 CONDO, 5- (1 /4 -AC), 6- (1 /2-AC) SOIL TYPES: 1=A, 2=B, 3=, 4=D, * 1 I * 7= SF(1- AC),8=SF(2.5- AC),9=UNDEV(POOR COV),10=t DEV(FAIR COV),11=°R4DEV(000D COV) 0,5- - SPECIFIED COEFFICIENT* 1 - ,...1._________________________ - -- - +-+ al il fill ' irr 1r II 1 1 n 'n 11 1 1 IN 11 1 1 I I - -- ---1 I I STUDY NAME: 7 5 / ti7c. 5/4i ar V 5vM 1 CALCULATED BY: `+ 1 ,* 6WS nu I I 1 CHECKED BY: I 1 1 2.0 YEAR STORM 1-HOUR RAINFALL(inch)= .85;INTENSITY SLOPE = .700 1 PAGE NUMBER .,.-OF '5 I I I [ADVANCED ENGINEERING SOFTWAREI- - --- -I R""' 1 ICONCENTRATIONISOILIDEV.I AREA I I I C 1 0 1 0 ISLOPEISECTIONI V IPATHI T 1 Tc I HYDRAULICS I ! 1 POINT NUMBERITYPEITYPEI(ACRES)lin /hl l(SUB)1 TOTALIft /ftl lfps.l ft.lmin.1 Min.1 AND NOTES I ! I I- 1.1- I- 1---- I- ----1- 1----1 -- 1 --- I---- 1--- I- - -I --- -1 (P I I - I - -- I - I - - --- I ---I - 1 - ----I 61.11.07141 streetl 8.81 7001 1.31 I*Oavg= 61.1cfsl 1 11 48.ft STREET! 1 I 1 1 1 1 I 1 1 I I I IDn= .52 W= 18.21 I I flow to PT. #I I 1' 1 1 1 I I 1 I I 1 1 I X -fall= .020001 1 I I 15.001 2 I 5 1 0.012.591.7661 0.01 1 1 I - 1- (12.21- - 1 1 ""! 1 1 15.001 1 1. 5 I 0.012.591.7291 0.01 I I I-- -I -I -! 12.21 --I 111 1 I t 16.001 1 1 5 1 38.312.591.7291 72.41 ! i 1- I-- --1 - -I 12.21 1 I 1 1--1 -! I--- -I ----I 1133.5I.0457ID= 36.'122.91 7001 .51 In =.0130 Dn= 2.31 1 A■. I I 17.001 1 1 5 I 30.812.521.7251 56.31 1 I --- I - -1- I ----I 12.71 - - IN 1 1 1 ---1 - 1 1 - I 1189.81.02931D= 45.'121.31 7501 .61 In =.0130 Dn= 2.81 1 I I 11.001 1 1 1 1 5.312.441.8241 10.71 I I I--I -- I----I 13.31 1 1 I I I -I - I I- ---I -! ! 200.41.02321D= 48.'119.71 9501 .81 In =.0130 Dn= 3.01 ! Pm ! t I - ( -1 I ---I -1 1 I I I- I- 1 - ---I I 1 1 it 1 1 CONFLUENCE I TC #1= 17.9 TC#2= 14.1 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 1 I LARGEST 1 1 i I ANALYSIS 1 0#1= 364.2 0#2= 200.4 0113= 0.0 0#4= 0.0 0#5= 0.01 1 1 I CONFLUENCE I 1 I 1 FOR POINT# I I #1= 1.98 I#2= 2.34 I #3= 0.00 I#4= 0.00 I#5= 0.001 I 1 I 0= 533.5 1 1 1 1 11.001 01 = 533.5 02 = 486.7 03 = 0.0 04 = 0.0 05 = 0.0I --I -- I -- I -I I I I --- I- 1---- 1 - - 1 1 I I 1 I I 1 'I 1 • ww 1 I- l - I-- -I I -I -1 I I I I- 1 -1 ---I I -1 1 1 1 111.001 1 I 337.311.981 1 1 533.51 1 1 1 I 1 17.91 Stream Summaryl till 1 1 1 I -1 -1 I -I -I 1 I--- -I 1- I---- 1- I-- - -I -I I I -- -I-- -I -I 1 -I -1 I 1.01111 1 1 900114.71 --- - IINITIAL SUBAREA( 1 m.. 1 1 111.001 1 I 5 I 20.712.281.7121 33.61 I I I ----I -1----I 14.71 1 IN 1 1 1 - 1--I I ----I ----I t 33.61.01111D= 30.'1 9.71 9001 1.51 In =.0130 Dn= 1.71 1 I I- -1 -1 -I I- - -(--1 ( 1-1 I- I - -I -I 1 -I we ! I CONFLUENCE I TC #1= 17.9 TC#2= 16.2 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I I LARGEST I ! I ANALYSIS 1 011= 533.5 0#2= 33.6 0#3= 0.0 0#4= 0.0 0#5= 0.01 I I I CONFLUENCE I 1 its 1 I FOR POINT# 1 I #1= 1.98 I#2= 2.13 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I I 0= 564.8 I I I 111.001 01 = 564.8 02 = 515.6 03 = 0.0 04 = 0.0 05 = 0.01 ----I --- -I I -I 1 I- 1 -1 -I -I -1 -I I 1 I ___ -I -1 1 1 1 1 1 i 1 I 1- I --- I 1 - I ---- 1 564.81.02001 D= 72.'124.11 8001 .61 -----I n=.0130 Dn= 4.61 1 1 1 13.001 1 I 5 1 45.911.941.6881 61.21 I 1 1 ---1 -I ----I 18.51- -1 1 N. t t - I -- I --I I --1 -- I 1 626.01.02791D= 69.'127.71 6801 .41 -----I n=.0130 Dn= 4.71 1 ii. 11 I - I -I 1 - I - I i I-- I- ---- I-- I-- I--- I- --I - -- 1 I I 13.001 I I 403.911.911 I 1 626.01 1 I 1 I 1 18.91 Stream Summary( 1 I I . ' I I I 1 I 1 I I I I I I I 1 1 1 !m"' 1 1 - - ---- 1 *DEVELOPMENT TYPES:1 I, 2=APT, 3=M#(, 4-naOND0, S (1 /4-AC) , 6 (1 /2-AC) SOIL TYPES :1 A, 2 =8, 3- , 4=D, * 1 I * 7= SF (1 AC),8= SF(2.5- AC),9= 1.#IDEV( POOR (OV),10=UKTEV(FAIR COV),11=UNDEV(600D 1OV) 0,5= SPECIFIED COEFFICIENT* „w,, +_,.._______ --- -- _-- -__ + -+ ° • w• 1 MUM 1 PM III • i v +-+-- - -- - 1 I II . 11 11 ill 11 II I1 - .11 - 1 1 - -- -____ ---- -_ -_- - - ---- I I - I I STUDY NAME: 77,TZ 5y5 nv SAriv tiell* I CALCULATED BY: /""---- 1 I I I i$ A nv I CHECKED BY: 1 I I I 2.0 YEAR STORM 1 -HOUR RAINFALL i inch)= .85;INTENSITY SLOPE = .700 1 PAGE NUMBER 3 OF > 1 I Pm I 1 - -- [ADVANCED ENGINEERING SOFTWARE]-------- --- - - 1 1 Ilr 1 ICONCENTRATIONISOILIDEV.1 AREA 1 I I C 10 I 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS 1 I I I POINT NUMBERITYPEITYPEI(ACRES)lin /hl I(SUB)I TOTALIft /ftl Ifps.I ft.Iiin.l ■in.I AND NOTES 1 I R• 11- -I -1 -I - I - -I -I 1 I I- - I- 1- 1- -1 - -I 1 1 -- I -1 - -1 I-- 1 - -1 - -1 -1 I--- I- I- I--- 1 - ---I 1 I I I I - I -1 -- 1- I- I 1 1.02001 I 11500116.01 IINITIAL SUBAREA 1 I I 26.001 1 I 5 I 21.212.151.7031 32.01 1 I -- I -1=- -I ----I 16.01 1 1 mm I I I - I -I I - 1 -I 1 32.01.01671D= 27.'I11.2112001 1.81 In =.0130 Dn= 1.5 1 1 I I 1 -i -I I -I -1 I I-- i--- I-- 1-- I I I CONFLUENCE 1 TC #1= 18.9 TC#2= 17.8 TC #3= 0.0 TC #4= 0.0 TC #5= 0.01 1 1 1 LARGEST I P 11 ANALYSIS 1 0 #1= 626.0 0#2= 32.0 Q#3= 0.0 0#4= 0.0 0#5= 0.01 1 1 1 CONFLUENCE 1 1 iill 11 FOR POINT# 1 I #1= 1.91 I #2= 1.99 I #3= 0.00 I #4= 0.00 I#5= 0.001 1 1 1 0= 656.6 1 I I 13.001 01 = 656.6 Q2 = 621.0 03 = 0.0 04 = 0.0 05 = 0.0I- m ", 11- - - I - I -i I -I I -I I I---1 1 1 I 1 I I -I I -I - I 1656.61.0200ID= 75.'124.81 1501 .11 1n =.0130 Dn= 5.0 1 1 1 I -I -1 -I -I -I I I - - -I- I -I I I 100.001 I 1 425.111.991 1 1 656.61 1 1 I 1 1 19.01 Stream Summary 1 . ISM I I -I ____ I 1 -1 -I I 1 I I -1 II 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 11 I I 1 1 1 1 1 1 1 1 I 1 I 1 1 1 ,.. 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 y I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 m "' I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 OM 1 1 1 I 1 1 1 1 1 1 1 1 I 1 I I 1 1 I I I I 1 1 1 1 1 1 1 1 I I I 1 1 1 - 1 1 1 I 1 1 1 1 1 1 1 1 I I 1 1 1 1 I I I 1 I 1 I 1 I 1 I i 1 1 1 1 1 1 Or I I I I 1 1 I 1 1 1 1 1 I I 1 1 1 1 i t I I 1 1 I 1 1 1 1 1 1 I I 1 1 1 I I I I 1 1 I 1 1 1 1 1 I I I 1 1 1 in 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ 1 " 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 MO 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Pm I I I I 1 I I 1 1 1 1 1 1 1 1 1 1 1 IN I *DEVELOPMENT TYPES:1=COM,2= APT, 3= MH, 4ZOND0 .5 - SF(1 /4 AC),6- SF(1 /2 SOIL TYPES:1 i,2 =8,3 C,4=D,* 1 '"' *7=SF(1- AC),8- - SF(2.5- AC),9=U DEV[POOR COV),10=UNDEV(FAIR COV),11= UIIDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* 1 w. Ill ism ill r 1/1 3 pm RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL ((((((((((((l(((((((((((( ((((((((((((( )> >) > >) > >))) > > >) >) » )))))) > >)))))1) >)> um (C) Copyright 1982 Advanced Engineering Software IAES] p ", Especially prepared for: 6 J.P. KAPP 6 ASSOCIATES, INC. r- m((( cl(l c(( cm c( cl(((((((((((l((((O >»»> > » » »»» )> > is DESCRIPTION OF RESULTS HUNTER'S RIDGE "TOTAL AREA SYSTEM" VIevezdopei f 2 YEAR STORM INTO SAN SEYAINE BASIN f • t a 10 ,.. USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 �r 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1-HOUR INTENSITY(INCH /HOUR) _ .8505 • m. SLOPE OF INTENSITY DURATION CURVE = .7000 1 SBC HYDROLOGY MANUAL "C "- VALUES USED i.r (((((((((((((((((( ((((((((((((1(((((l0>)) >))) >))) ») >)))))) >) >)) >)))))))))) Advanced Engineering Software IAES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 rim Mik(((((((((((l((((((((ll((((((((((((l(0)))))))))))>)))))))))>))))))))>))>))) iM • is uu • (r P ***** ******** Im FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 2 2//) ■ )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *E(LENGTH**3) /(ELEVATION CHANGE)] * *.2 r INITIAL SUBAREA FLOW - LENGTH = 700.00 Mr UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2340.00 0° ELEVATION DIFFERENCE = 300.00 TC = .533 *E( ,700.00**3)/( 300.00)]**.2 = 8.670 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.294 SOIL CLASSIFICATION IS "A' PR UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6591 tip SUBAREA RUNOFF(CFS) = 16.94 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 16.94 mom r . FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 . )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 y STREET LENGTH(FEET) = 1000.00 CURB HEI6TH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(CECIMAL) = .0200 0% SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 26.80 STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 11.75 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.54 PRODUCT OF DEPTHLVELOCITY = 3.36 STREETFLOW TRAVELTIME(MIN) = 1.95 TC(MIN) = 10.62 ao 2.00 YEAR RAINFALL. INTENSITY(INCH /HOUR) = 2.858 IIIII SOIL CLASSIFICATION IS 'A" SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .6519 r SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 19.56 i AREA(ACRES) = 18.30 TOTAL RUNOFF(CFS) = 36.50 END OF SUBAREA STREETFLOW HYDRAULICS: r DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.50 ii,FLOW VELOCITY(FEET /SEC.) = 9.07 DEPTH*VELOCITY = 3.88 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( III UPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 STREET LENGTH(FEET) = 1300.00 CURB HEI6TH(INCHES) = 8. • L STREET HALFWIDTHIFEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 46.32 STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 15.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.93 ,, PRODUCT OF DEPTHLVELOCITY = 4.18 ( STREETFLOW TRAVELTIME(MIN) = 2.43 TC(MIN) = 13.05 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.475 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 19.83 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 56.33 f4 END OF SUBAREA STREETFLOW HYDRAULICS: 3 /3 DEPTH(FEET) = .51 HALFSTREET FL00DWIDTH(FEET) = 17.50 FLOW VELOCITY(FEET /SEC.) = 8.66 DEPTHWELOCITY = 4.40 4 fjJ fir FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.475 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .6212 SUBAREA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 40.59 r TOTAL AREA(ACRES) = 57.60 TOTAL RUNOFF(CFS) = %.91 s TC(MIN) = 13.05 la FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 t )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 31.8 UPSTREAM NODE ELEVATION = 2110.00 • DOWNSTREAM NODE ELEVATION = 1900.00 th FLOWLENGTH(FEET) = 1600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 96.91 e0 TRAVEL TIME(MIN.) = .84 TC(MIN.) = 13.89 dik FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 RNu- )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 4 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.369 SOIL CLASSIFICATION IS 'A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7172 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 59.98 TOTAL AREA(ACRES) = 92.90 TOTAL RUNOFF(CFS) = 156.89 ' TC(MIN) = 13.89 00 t um FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( k DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.3 m ,,, UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 am FLOWL.ENGTH(FEET) = 1400.00 MANNINGS N = .013 ESTIMATED PIPE DIAMEfER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SLIBAREA(CFS) = 156.89 6 TRAVEL TIME(MIN.) = .77 TC(MIN.) = 14.66 Mo FLUM IItULtb r.$ NULL iU) IU NUUt 0.W to WAX = 0 • )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 9 ' / / •, y.w 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.281 SOIL CLASSIFICATION IS 'A" • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7121 ms SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 34.11 TOTAL AREA(ACRES) = 113.90 TOTAL RUNOFF(CFS) = 191.00 • TC(MIN) = 14.66 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( • )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( err DEPTH OF FLOW IN 39.0 INCH PIPE I5 29.5 INCHES • PIPEFLOW VELOCITY(FEET /SEC.) = 28.4 UPSTREAM NODE ELEVATION = 1775.00 * DOWNSTREAM NODE ELEVATION = 1715.00 FLOWLEN6TH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 191.00 TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 15.21 so t44t14tt*+1Hff FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))))) USIN6 COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES • PIPEFLOW VELOCITY(FEET /SEC.) = 26.2 • UPSTREAM NODE ELEVATION = 1715.00 DOWNSTREAM NODE ELEVATION = 1680.00 • FLOWLEN6TH(FEET) = 700.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 191.00 to TRAVEL TIME(MIN.) = .44 TC(MIN.) = 15.66 r4ttt414 " FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.178 - SOIL CLASSIFICATION IS "A' SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7056 um SUBAREA AREA(ACRES) = 47.20 SUBAREA RUNOFF(CFS) = 72.53 TOTAL AREA(ACRES) = 161.10 TOTAL RUNOFF(CFS) = 263.54 - TC(MIN) = 15.66 m FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))))) USING COMPUUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES go DOWNSTREAM NODE ELEVATION = 1640.00 C // FLDWLEN6TH(FEET) = 1200.00 MANNIN8S N = .013 J ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 "w" PIPEFLOW THRU SUBAREA(CFS) = 263.54 TRAVEL TIME(MIN.) = .82 TC(MIN.) = 16.48 H*+**+******* *********itl ****** *H# * Itl *****I********f*H*+44 + **f******* FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 15 CODE = 8 46 ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( • 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.102 SOIL CLASSIFICATION I5 "A" SINGLE - FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .6106 _.. SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CF5) = 15.78 TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 279.32 '" TC(MIN) = 16.48 , FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.102 SOIL CLASSIFICATION IS "A" go COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8201 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 17.23 TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 296.56 spy TC(MIN) = 16.48 ***** . FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 ) >) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 1 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.102 „ SOIL CLASSIFICATION IS "A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5507 a SUBAREA RREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 12.73 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 309.29 TC(MIN) = 16.48 - * **** *** ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( - )>)>) USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.7 UPSTREAM NODE ELEVATION = 1640.00 • DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLENGTH(FEET) = 800.00 MANNINES N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 309.29 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 16.91 „. * *** ***** n r. nrownn rnnu W9flr D An TA \.AflL 4A M TC rnnr - G 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.064 //3 SOIL CLASSIFICATION IS 'A' ' 44 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7433 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 16.87 TOTAL AREA(ACRES) = 205.40 TOTAL RUNOFF(CFS) = 326.16 TC(MIN) = 16.91 am - + ++t+++ ++++t + +++++++++++++t + + +f++++ ++++++++++ ++++++t++f+ FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( am )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 31.4 +w UPSTREAM NODE ELEVATION = 1595.00 DOWNSTREAM NODE ELEVATION = 1560.00 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 us ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 326.16 ,, TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 17.23 MO t*+++++f+++t+ + FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 • )))))ADDITION OF SUBAREA TO MAINLINE PEAL( FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.037 • SOIL CLASSIFICATION I5 "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6956 SUBAREA AREA(ACRES) = 21.70 SUBAREA RWOFF(CFS) = 30.75 TOTAL AREA(ACRES) = 227.10 TOTAL RUNOFF(CFS) = 356.91 TC(MIN) = 17.23 ''++4+++++++++++ tJ+++I+++++++ FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 w. )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( r 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.037 SOIL CLASSIFICATION IS 'A' 41 " UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5412 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 7.28 TOTAL AREA(ACRES) = 233.70 TOTAL RUNOFF(CFS) = 364.18 40 TC(MIN) = 17.23 + ++++ ++++4++++ MO FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( • )))))USING COMPUJTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( • DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.6 INCHES PIPEFLDW VELOCITY(FEET /SEC.) = 23.3 MA UPSTREAM NODE ELEVATION = 1560.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENGTH(FEET) = 1000.00 MAMA NGS N = .013 AW ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 364.18 **+*{{*}+ ***+* 7/ FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 " )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: do TIME OF CONCENTRATIDN(MINUTES) = 17.95 RAINFALL INTENSITY (INCH. /HUIR) = 1.98 - TOTAL STREAM AREA (ACRES) = 233.70 • TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 364.18 I ****I4** **** #f* **f fl** FLOW PROCESS FROM NODE 101.00 TO NODE 14.00 IS CODE = 2 - )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/2 ACRE) TC = K *ULENGTH+*3) /(ELEVATION CHANGE)1+*.2 " INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1700.00 - DOWNSTREAM ELEVATION = 1612.00 , ELEVATION DIFFERENCE = 88.00 TC = .422 *(( 1000.00++3) /( 88.00)]++.2 = 10.877 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.811 SOIL CLASSIFICATION I5 'A' '*"' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7157 SUBAREA RUNOFF(CFS) = 28.16 TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 28.16 - ..I ****** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 44 )))))ADDITION OF SUBAREA TO MAINLINE PEA( FLOW((((( • 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.811 SOIL CLASSIFICATION I5 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7717 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 32.97 " TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 61.13 TC(MIN) = 10.88 *** ****** ****t******** *******t** *******+*U* " FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 • )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 41 STREET LENGTH(FEET) = 700.00 CURB FEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMAL) = .0200 '° SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 61.13 STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.16 AVERAGE FLOW VELOCITY(FEETISEC.) = 8.77 PRODUCT OF DEPTHAVELOCITY = 4.57 STREETFLOW TRAVELTIME(MIN) = 1.33 TC(MIN) = 12.21 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.593 SOIL CLASSIFICATION IS 'B" 01.01140,/ MsChi MU C. l = G7.CU Witt. MM Urr tu i = END OF SUBAREA STREETFLOW HYDRALLICS: S /` 7 > - DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.16 6 FLOW VELOCITY(FEET /SEC.) = 8.77 DEPTH*VELOCITY = 4.57 * * **+t�44-11-1HHHHHH + + * FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 - ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.593 - SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7287 469 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 61.13 - TC(MIN) = 12.21 . J*+********* FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 we )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( me 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.593 SOIL CLASSIFICATION IS 'A" • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7287 SUBAREA AREA(ACRES) = 38.30 SUBAREA RUNOFF(CFS) = 72.36 we TOTAL AREA(ACRES) = 67.50 TOTAL RUNOFF(CFS) = 133.49 TC(MIN) = 12.21 we * ********* * ***** ******** • FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 es )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( - )))>)USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( mos DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 22.9 UPSTREAM NODE ELEVATION = 1612.00 ew DOWNSTREAM NODE ELEVATION = 1580.00 FLOWLEN6TH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CF5) = 133.49 1 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 12.72 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.520 - SOIL CLASSIFICATION IS 'A' ee SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7252 SUBAREA AREA(ACRES) = 30.80 SUBAREA RUNOFF(CFS) = 56.28 - TOTAL AREA(ACRES) = 98.30 TOTAL RUNOFF(CFS) = 189.77 TC(MIN) = 12.72 :c:: *** i-f** *** • FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.9 INCHES A.. PIPEFLOW VELOCITY(FEET /SEC.) = 21.3 /3 UPSTREAM NODE ELEVATION = 1580.00 DOWNSTREAM NODE ELEVATION = 1558.00 FLOWLEN6TH(FEET) = 750.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 189.77 TRAVEL TIME(MIN.) = .59 TC(MIN.) = 13.30 F+++++++++ t++++++++++++++++++++++++++++++++++ +++ +++++ +++ft++++++ + +++ +++ + + + ++ -- FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 `" )) >) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( - 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.441 aF SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8242 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 10.66 +rF TOTAL AREA(ACRES) = 103.60 TOTAL RUNOFF(CFS) = 200.43 TC(MIN) = 13.30 • f K:: f++++ +++++++++++++++1 -HAH E+++++++++++ FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( wo )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)(((( DEPTH OF FLOW IN 48.0 INCH PIPE I5 36.2 INCHES • PIPEFLOW VELOCITY(FEET /SEC.) = 19.7 UPSTREAM NODE ELEVATION = 1558.00 - DOWNSTREAM NODE ELEVATION = 1536.00 _„ FLOWLEN6TH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NINBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 200.43 TRAVEL TIME(MIN.) = .80 TC(MIN.) = 14.11 "„++++ +HHHIAHHHHHH14++ +++++ . FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( as )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM) 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.11 • RAINFALL INTENSITY (INCH. /HOUR) = 2.34 TOTAL STREAM AREA (ACRES) = 103.60 - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 200.43 r CONFLUENCE INFORMATION: - STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 364.18 17.95 1.980 2 2-00.43 14.11 2.343 • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMUNA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: ▪ 533.52 486.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ******_***** D fi3 44 FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.95 RAINFALL INTENSITY (INCH. /HOUR) = 1.98 - TOTAL STREAM AREA (ACRES) = 337.30 AN TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 533.52 ***** **** *** **** FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 IS CODE = 2 • ))) ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) ' TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 900.00 UPSTREAM ELEVATION = 1545.00 014 DOWNSTREAM ELEVATION = 1535.00 ELEVATION DIFFERENCE = 10.00 TC = .393 *(( 900.00* *3) /( 10.00)]**.2 = 14.672 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.280 • SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7120 SUBAREA RUNOFF(CFS) = 33.60 • TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 33.60 f********** * **** 40 FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( • • ) >)) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( "" DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1545.00 - DOWNSTREAM NODE ELEVATION = 1535.00 FLOWLEN6TH(FEET) = 900.00 MANNIN6S N = .013 4" ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 33.60 - TRAVEL TIME(MIN.) = 1.54 TC(MIN.) = 16.21 ** ****** ****** * ******* * * ****** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 )))})DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.21 RAINFALL INTENSITY (INCH. /HOUR) = 2.13 TOTAL STREAM AREA (ACRES) = 20.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 33.60 a ,. CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY -- 1 a33. D[ 1 I.93 1.96U 2 33.60 16.21 2.126 / //7 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. . VARIOUS COMFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 564.81 515.56 a+ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 564.81 TIME(MINUTES) = 17.948 TOTAL AREA(ACRES) = 358.00 AO + r+ 4 +++tt+ FLOW PROCESS FROM NODE 111.00 TO NODE 12.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( - )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( . DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.6 INCHES - PIPEFLOW VELOCITY(FEET /SEC.) = 24.1 UPSTREAM NODE ELEVATION = 1535.00 DOWNSTREAM NODE ELEVATION = 1519.00 FLOWLEN6TH(FEET) = 800.00 MANNINGS N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUNBER OF PIPES = 1 40 PIPEFLOW THRU SUBAREA(CFS) = 564.81 TRAVEL TIME(MIN.) = .55 TC(MIN.) = 18.50 mo f14HHItf FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.938 SOIL CLASSIFICATION I5 'A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6877 SUBAREA AREA(ACRES) = 45.90 SUBAREA RUNOFF(CFS) = 61.17 TOTAL AREA(ACRES) = 403.90 TOTAL RUNOFF(CFS) = 625.99 TC(MIN) = 18.50 +114f++41Ftt+t+tttAH++144HHHH HHHHHHHt taw FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 I5 CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( '')))) }USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( "" DEPTH OF FLOW IN 69.0 INCH PIPE IS 56.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 27.7 Ant UPSTREAM NODE ELEVATION = 1519.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENGTH(FEET) = 680.00 MANNINGS N = .013 " ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 625.99 "TRAVEL TIME(MIN.) = .41 TC(MIN.) = 18.91 t *UIIU+ +t FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 18.91 rm. 1ul t J11SCWt nU urr wrJ/ HI 4UMrLQ *.:. = OCJ. JJ 2 / i 3 ** • FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 ) })))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SIDLE FAMILY (1/4 ACRE) TC = K+CLENGTH* +3) /(ELEVATION CHANGE)]**.2 • INITIAL SUBAREA FLOW - LENGTH = 1500.00 - UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1520.00 • ELEVATION DIFFERENCE = 30.00 TC = .393 *(( 1500.00**3)/( 30.00)] **.2 = 16.002 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.145 err SOIL CLASSIFICATION IS 'A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7034 - SUBAREA RUNOFF(CFS) = 31.99 TOTAL AREA(ACRES) = 21.20 TOTAL RUNOFF(CFS) = 31.99 ""•* *f**** f • FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 I5 CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))} })USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 27.0 INCH PIPE I5 18.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.2 .., UPSTREAM NODE ELEVATION = 1520.00 ' DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .013 ESTIMATED PIPE DIANETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.99 TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 17.79 **114* FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 • )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))) }AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( Ail CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.79 - RAINFALL INTENSITY (INCH. /HOUR) = 1.99 • TOTAL STREAM AREA (ACRES) = 21.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 31.99 CONFLUENCE INFORMATION: • STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCi /HOUR) 1 625.99 18.91 1.909 2 31.99 17.79 1.992 RAINFALL INTENSITY AND TINE OF CONCENTRATION RATIO "*" FORMUR.A(SBC) USED FOR 2 STREAMS. VARIOUS CONFL ENCED RUNOFF VALUES ARE AS FOLLOWS: 656.64 620.99 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 656.64 TIME(MINUTES) = 18.910 . ** t*44 • FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER— ESTIMATED PIPESIZE (NON— PRESSURE FLOW)((((t DEPTH OF FLOW IN 75.0 INCH PIPE IS 60.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 24.8 UPSTREAM NODE ELEVATION = 1500.00 DOWNSTREAM NODE ELEVATION = 1497.00 aw FLOWLEN6TH(FEET) = 150.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBARER(CFS) = 656.64 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 19.01 END OF RATIONAL METHOD ANALYSIS �- :S >: - .t•._:•�' -.. .....::.. - - - • t. -- - _>'"�. =Y:. .:r. -. -'' :. Y•« . .. ?'rte _ :,Fi: � � . -a ? ...,i.� -. -. - - • • ac SI A 1 1 I I 11 11 II 11 AMAi I I I I I ! STUDY NAME : U 1■1 > ve- 1 CALCULATED BY: " I I I I I CHECKED BY: 1 1 I I 2.0 YEAR STORM 1 -HOUR RAINFALL(inch)= .85;INTENSITY SLOPE _ .700 1 PAGE NUMBER / OF / 1 I it [ADVANCED ENGINEERING SOFTWARE] -- 1! I I CONCENTRATIONISOILIDEV.I AREA I I 1 C 1 Q 1 Q ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 I i I POINT NUMBERITYPEITYPEI(ACRES)lin /hl !(SUB)1 TOTALIft /ftl Ifps.l ft.Imin.1 min.! AND NOTES 1 1 I I I - 1 - I- III 1--II I- I -I - -I I -1 I I I -I -I -I I - -I -I I I-- I--- I- I-- I--- -I I 1 1 I -1 -- I I 1.38751 1 1 800112.41 (INITIAL SUBAREA 1 I I 2.001 1 1 10 1 10.412.561.6041 16.11 1 I 1111 12.41 1 I I I I -I -I I- I- I I 16.11.121118= 100.01 2.111900115.41 In =.0550 Dn= .1 I I I I 1 1 1 I I I I I 1 I 1 IZ= 2.OFr= 1.30 I I 3.00! 1 I 9 1 22.411.461.4181 13.61 I 1 I -I -1 -I 27.81 1 1 I -1 ----I 1 29.71.142918=100.01 2.7114001 8.61 In =.0550 Dn= .1 1 I I I I I I 1 I I I I I I 1 I IZ =20 Fr= 1.45 I I 4.001 1 1 9 1 26.411.211.3281 10.51 I -- I I 1 - 1 1 36.41 1 1 I- I I 40.21.107118= 100.01 2.311400110.01 In =.0550 Dn= .2 1 1 1 I 1 1 I I I 1 I I 1 1 1 I 1Z= 2.0 Fr= .99 I I 5.001 1 1 9 1 45.711.021.2321 10.81 1 I I -I -I -I 46.41 1 1 I I I - 1 -I I -I - 1 I 51.01.061518= 100.01 2.3113001 9.51 In =.0550 Dn= .2 1 41 * I I I 1 1 1 1 1 1 1 1 1 1 1 1 1Z= 2.0 Fr= .85 I I 6.001 1 I 9 1 71.51 .891.1461 9.31 I - -I 1 - I - 1 - 1 56.01 1 1 I I I - I - I I -1 -I I 60.31.075018 = 100.01 2.8112001 7.21 In =.0550 Dn= .2 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I Z= 2.0 Fr= 1.06 I I 7.001 1 1 9 1 88.71 .821.0841 6.11 1 I i- I- I- 1 63.11 1 I I I I -I -1 I -I - I I 66.41.028618= 100.01 2.011400111.81 In =.0550 Dn= .3 1 I I I 1 1 I I 1 ! I I I I 1 I 11= 2.0 Fr= .61 I I 8.001 1 I 9 1 87.71 .73100}01 0.01 1 1 I- 1 - - -I -I 74.91 1 1 1 ----I -1 I 66.41.026718=100.01 2.011500112.61 1n .0550 Dry .3 1 I I I I I I I I 1 1 I I I I 1 I Z= 2.0 Fr= .61 I I 9.001 1 1 9 1 76.61 .65100*01 0.01 I - -1 I- I- I----I 87.51 1 I I I I -I -I I - - I I I I - - - I 1 1 i t 9.001 1 1 429.41 .651 1 I 66.41 1 I 1 I 1 87.51 Stream Summary 1 I----I 1 I 1 I -I -i -1 I 1 1 I I I I I 1 1 I I 1 1 1 1 I I 1 1 1 I I I I I I I 1 I 1 1 1 1 I 1 1 1 1 I I I I I I I I I 1 1 1 1 I I 1 1 1 I I i i I I I I I 1 1 1 1 I I 1 1 1 I I I I I I 1 I I 1 1 1 1 1 1 1 1 1 I i I I I f 1 I I 1 1 1 I I I 1 1 1 I i I I I I I I I 1 1 1 1 I I 1 1 1 mw I I I i I I I I 1 1 1 1 I I 1 1 1 I *DEVELOPMENT TYPES: 14:OM,2= APT,3=H,4 CONDO .5 - /4- AC),6- SF(1 /2-AC) SOIL TYPES: 1 i,2 =8,3 ,4=D,* ! muly 1 * 7= SF( 1- AC),8=SF(2.5- AC),9 COV),10=U DEV(FAIR COV),11=UNDEV(000D COV) 0,5= SPECIFIED COEFFICIENT* 1 ► 4 - 1F RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM / . BASED ON SAN BERNARDINO COUNTY (SBC) - - -� / . 1983 HYDROLOGY MANUAL (((((l((((((( (((((((((((0(((((((((((0)1111) )))))1)))1))))))))))11)))1))1)) (C) Copyright 1982 Advanced Engineering Software DIES] Especially prepared for: J. P. !(APP & ASSOCIATES, INC. - 1((((((l(((((((l((((((((((((((((((((( )))))) )))>))))))1)))1))))))1))))))1)) +****+*+DESCRIPTION OF RESULTS * HUNTER'S RIDGE "TOTAL SYSTEM INTO SAN SEVAINE" t 2 YEAR STORM UNDEVELOPED t 1 t ttttttttttttttttttt USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 2.00 411 SPECIFIED MINIMUM PIPE SIIE(INCH) = 24.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 • 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1-HOUR INTENSITY(INCH /HOUR) = .8505 SLOPE OF INTENSITY DURATION CURVE _ .7000 SBC HYDROLOGY MANUAL "C "- VALUES USED (((((((((((((((((((((((((((((((((((((())))))) ))))))))))))))))))))))))))))))) Advanced Engineering Software [AES] SERIAL No. A00780 . REV. 3.1 RELEASE DATE: 5/01/85 ((((((((((((((((((((((((((((((((((((( 0)))))) 9)))))))))))))))))))))))))))))) • ttttttttttttftttt ttt ttttttttttt AW FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS1 UNDEVELOPED WITH FAIR COVER TC = Kt((LENBTH**3) /(ELEVATION CHANGE)]t4.2 TN1T101 q[AIWA ri r -4 PAN c AM AA DOWNSTREAM ELEVATION = 2330.00 2//S- ELEVATION DIFFERENCE = 310.00 TC = .709*[( 800.0O**3)/( 310.00)]**.2 = 12.430 +o 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.560 SOIL CLASSIFICATION IS 'A" - UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6043 04 SUBAREA RUNOFF(CFS) = 16.09 TOTAL AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) = 16.09 + **tt*t* **t* *******t ****tom** t***** * +14ttwt *** * FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 ))) ))COMPUTE TRAPEZOIDAL - CHANT FLOW((((( oo )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 2330.00 DOWNSTREAM NODE ELEVATION = 2100.00 CHANNEL LEN6TH THRU SUBAREA(FEET) = 1900.00 - CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 • MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 16.09 -- FLOW VELOCITY(FEET /SEC) = 2.06 FLOW DEPTH(FEET) = .08 TRAVEL TIME(MIN.) = 15.40 TC(MIN.) = 27.83 **********t *t*t* oo FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 ))) })ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( oo 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.456 SOIL CLASSIFICATION IS 'A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4181 o• SUBAREA AREA(ACRES) = 22.40 SUBAREA RUNOFF(CFS) = 13.64 TOTAL AREA(ACRES) = 32.80 TOTAL RUNOFF(CFS) = 29.73 TC(MIN) = 27.83 JIM ***t******t*ttttt***** ******* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 )))) )COMPUTE TRAPEZOIDAL-CHANNLL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 2100.00 ,- DOWNSTREAM NODE ELEVATION = 1900.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 ". CHANNEL BASE(FEET) = 100.00 'Z" FACTOR = 2.000 MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.00 -- CHANNEL FLOW THRU SUBAREA(CFS) = 29.73 A FLOW VELOCITY(FEET /SEC) = 2.71 FLOW DEPTH(FEET) _ .11 TRAVEL TIME(MIN.) = 8.60 TC(MIN.) = 36.43 4 "444411-14-114-11-14-FFM11-111-141-HHI****tt***t**ttt*t* *mot** *****t****tft* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 )) >)) ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.206 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3284 Cl iCflneA AocA MAACC I ■ 9G LA Ct InAOcA nl urrc / r`cc l - 4A At 3/c ,r FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 )) )))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( ow )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE-ELEVATION = 1750.00 • CHANNEL LENGTH THRU SUBAREA (FEET) = 1400.00 CHANNEL BASE(FEET) = 100.00 'Z" FACTOR = 2.000 MAN' IAXIMUM DEPTH(FEET) = 2.00 two CHANNEL FLOW THRU SUBAREA(CFS) = 40.18 FLOW VELOCITY(FEET /SEC) = 2.33 FLOW DEPTH(FEET) _ .17 TRAVEL TIME(MIN.) = 10.01 TC(MIN.) = 46.45 ow +*tt - FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 ow )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.017 *w SOIL CLASSIFICATION IS 'A" • UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2318 SUBAREA AREA(ACRES) = 45.70 SUBAREA RUNOFF(CFS) = 10.78 • TOTAL AREA(ACRES) = 104.90 TOTAL RUNOFF(CFS) = 50.96 TC(MIN) = 46.45 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5 oo )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1750.00 DOWNSTREAM NODE ELEVATION = 1670.00 CHANNEL LENSTH THRU SUBAREA(FEET) = 1300.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 • MANNIN6S FACTOR = .055 MAXIM N DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 50.96 - FLOW VELOCITY(FEET /SEC) = 2.28 FLOW DEPTH(FEET) = .22 TRAVEL TIME(MIN.) = 9.51 TC(MIN.) = 55.96 tios t#14411f*4 I uff • FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 - )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( • 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = .893 - SOIL CLASSIFICATION IS "A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .1457 ▪ SUBAREA AREA(ACRES) = 71.50 SUBAREA RUNOFF(CFS) = 9.30 TOTAL AREA(ACRES) = 176.40 TOTAL RUNOFF(CFS) = 60.26 TC(MIN) = 55.96 oo f FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL- CHAANEEL FLOW((((( • UPSTREAM NODE ELEVATION = 1670.00 DOWNSTREAM NODE ELEVATION = 1580.00 j CHANIEL LENGTH THRU SUBAREA(FEET) = 1200.00 u . CHANNEL BASE(FEET) = 100.00 'I" FACTOR =- 2.000 MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 60.26 FLOW VELOCITY(FEET /SEC) = 2.79 FLOW DEPTH(FEET) = .21 °" TRAVEL TIME(MIN.) = 7.16 TC(MIN.) = 63.12 tooll-H4**4*****4-14**H4411-144+14-14.114-1HHFH4CHEIH4CHICH141144*******11 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 8 )> }))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( Ato 2.00 YEAR RAINFALL INTENSITV(INCH /HOUR) = .821 SOIL CLASSIFICATION IS "A" • r UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .0837 SUBAREA AREA(ACRES) = 88.70 SUBAREA RUNOFF(CFS) = 6.10 ,. TOTAL AREA(ACRES) = 265.10 TOTAL RUNOFF(CFS) = 66.36 TC(MIN) = 63.12 l******** * ******** ******ff*****ff**4***** 40 - FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 )))} }COMPUTE TRAPEZOIDAL- CHIANNEL FLOW((((( )})))TRAVELTIME THRU SUBAREA((((( wo .. UPSTREAM NODE ELEVATION = 1580.00 DOWNSTREAM NODE ELEVATION = 1540.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 1400.00 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 _ CHANNEL FLOW THRU SUBAREA(CFS) = 66.36 FLOW VELOCITY(FEET /SEC) = 1.99 FLOW DEPTH(FEET) = .33 TRAVEL TIME(MIN.) = 11.75 TC(MIN.) = 74.87 ************* ***.** ******************* FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 ) })))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = .728 • SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = 000*0 SU(., - )(ACRES) = 87.70 SUBAREA RUNOFF(CFS) = 0.00 ss*r TOTAL AREA(ACRES) = 352.80 TOTAL RUNOFF(CFS) = 66.36 TC(MIN) = 74.87 ******* - FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5 mo }})) }COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( ))) })TRAVELTINE THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1540.00 DOWNSTREAM NODE ELEVATION = 1500.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL BASE(FEET) = 100.00 "Z' FACTOR = 2.000 MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 66.36 I I✓1V■1- 1♦1'1G 11'1■$1. 1 - 11'1111.1 - 01• f **f ** { i *T iis=iiF II *******4+1+114 /////4:: '*' FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 >)) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) _ .653 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = 000+0 SUBAREA AREA(ACRES) = 76.60 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 429.40 TOTAL RUNOFF(CFS) = 66.36 TC(MIN) = 87.46 END OF RATIONAL METHOD ANALYSIS • rw -u-w-►z J S RL c> r,A J.P. KAPP & ASSOCIATES, INC. c f • 15892 Pasadena Avenue SHEET NO. OF TUSTIN, CALIFORNIA 92680 CALCULATED BY 7 7 )1"."----- - DATE Z j2S /� _ (714) 730 -5757 CHECKED BY DATE cid SCALE (131 NS 95Ac — ) 44 _ • t H t a ),.. 46 1 11 325 AC • .too it 0 SAJI.-4 r I Soo 1 7 ] . Z S ki Ili &.LG t Zaoo' 1 ., J.P. KAPP & ASSOCIATES, INC. JOB ' iv S P40641- ,t" • 15892 Pasadena Avenue. SHEET N°. OF 7 TUSTIN, CALIFORNIA 92 0 2/ '2,f / f 7 (714) 730 -5757 CALCULATED BY DATE CHECKED BY DATE 00 SCALE n / mil , _ ... x ..... / —�� eat 1 1 �` .... / Ild .. ski 1 1 1 . 1 .... 1 M / . "" — S ut Arv►t . goo .., 1 1 O NE - 1 44 rZ . X U 1 \ $C1►.LG I '= 2000' I " ' J.P. KAPP & ASSOCIATES, INC. , N1 s � 15892 Pasadena Avenue SHEET No � _.- __ of 4 . 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"'...r�� •w w• or • w I.n. a•M ..... - II.II III.��I�IaI.fIIMy�.1III■III�jI.••.�ONIYI Y./Y . I51..n 8II■b�.I5S. Yt11■... M I�•y IsIII.N��../N�. /� M t/I�w t/.�/�■•I/••y pI11 erild u g � ves ...a..r. ::I1�CIW :. ■• 10.5 .1 \ 'V.M INNI W =ff. ■�NNINm • U... t■.t/I�I/ w .. .. 0.3 a gg1a MMN .... g.. NW EIEBMM M '"MR..E 1 _ �ZA•`� g 7 ■ R BEII -- M E .. NVE O E CIS Eff 7 RIO ....12 t1N1.O •Y. TM / •• � =MNp U UlU � �••w .�. •----- NM�1t.N •......N . MII 11t11100 mu Mi 0.1 � w unno '. m I l em l■ l•. � . IlI...� am • 2 3 4 5 6 T 8 9 10 20 30 40 50 60 70 80 90 "" STORM DURATION (MINUTES) t s X 612 0.52 DESIGN STORM FREQUENCY =_Lo YEARS r'' l 4I • ONE HOUR POINT RAINFALL =_1_ INCHES ,D6 : - s F7, = 0, 85 '` LOG -LOG SLOPE _ 1 0 Go _. PROJECT LOCATION = ti 5 CZ- ) INTENSITY BERNARDINO INTENSITY — DURATION • ,,. CURVES HYDROLOGY MANUAL CALCULAT N SHEET CUT PAPER ALONG OUTSIDE BORDER -LINE . • 1 V II 11 11 II 11 11 II 1 1 II 1 1 I STUDY NW: 7b714e. A-R6A SyS17q LEYFs1open, I CALCULATED BY: ..;7 1 1 I I I CHECKED BY: 1 1 I I 10.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.21;INTENSITY SLOPE = .700 1 PAGE NUMBER / OF 3 1 1 11 [ADVANCED ENGINEERING SOFTWARE] II I I CONCENTRATIONISOILIDEV.I AREA I I I C I O 1 9 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS I I I POINT NUMBERITYPEITYPEI(ACRES)Iin /hl ItSlB)I TOTALIft /ftl Ifps.1 ft.Imin.I min.I AND NOTES I I I I -I -I I -I -I I I 1 11111 1 1 I t I -I -I I - I - 1 1 1 I 1 - 1 - 1 - 1 I 1 1.42861 I 1 7001 8.71 (INITIAL SUBAREA( i I I 1.001 1 1 9 I 7.814.691.7161 26.21 1 1 -------I ----I ----I ----I 8.71 1 1 44 -I -I I 26.21.12001 street111.0I10001 1.81 I*(lavg= 41.7cfsl 1 I 1 36.ft STREET( I 1 I I I I I I 1 1 I 1 IDn= .45 II= 14.51 1 1 flow to PT. #I 1 1 1 1 1 I I I 1 I 1 1 IX-fall= .020001 1 I I 2.001 1 1 8 1 10.514.101.7121 30.71 I 1 I -I -I -I 10.51 1 I I I I -I -I I -1 -I 1 56.91.08461 street111.3113001 2.11 101avg= 73.1cfsl 1 I 1 36.ft STREETI 1 1 I I I I I I 1 I I 1 IDn= .53 W= 18.01 I I flow to PT. #I 1 1 I I I I I 1 1 1 1 1 1X-fall= .020001 1 I I 3.001 1 I 8 1 12.913.611.6931 32.21 I 1 1 -1 -1 -I 12.61 1 1 I I 4.001 1 I 8 1 26.413.611.6931 66.01 I I 1 - 1 - 1 - 1 12.61 1 1 I I 1 -1 -1 I -I -I 1 155.11.131210= 33.'135.9116001 .71 1n =.0130 Dn= 1.91 1 I I 5.001 1 I 5 1 35.313.461.7591 92.91 I I I -I -I -I 13.41 1 I 1 1 I -1 I -I -I 1 248.01.089310= 42.'134.9114001 .71 1n =.0130 Dn= 2.41 1 I I 6.001 1 1 5 1 21.013.351.7561 53.21 1 1 1- 1 -1-I 14.11 1 I I I -I -I I -I -I 1301.11.0632ID= 45.'131.41 9501 .51 In =.0130 Dn= 3.01 1 I I I -I -I I -I -I 1 301.11.050010= 48.'129.11 7001 .41 In =.0130 Dn= 3.11 1 1 1 8.001 1 I 5 1 47.213.201.7521113.71 I 1 1-1-1 -1 15.01 1 I I I I -I -I I----I ----I 1414.91.0333ID= 60.'127.3112001 .71 In =.0130 Dn= 3.61 1 I I 9.001 1 I 7 1 12.313.101.6881 26.21 I I 1 -I -I -I 15.71 1 I I 9.001 1 I 1 1 10.013.101.8301 25.71 I 1 1- I- I----I 15.71 1 1 I I 9.001 1 1 9 I 11.013.101.6471 22.11 I I 1 -I - I 15.71 1 1 I I 1 -I -1 I -1 -1 1 488.91.056210= 57.'134.41 8001 .41 In =.0130 Dn= 3.51 1 10.001 1 I 4 1 11.013.051.7781 26.11 I I 1 1 - 1 - 1 16.11 1 I I 1 -1 - 1 1 -I -I 1 514.91.058310= 57.'135.21 6001 .31 In =.0130 Dn= 3.71 1 I I 11.001 1 I 5 1 21.713.011.7461 48.71 I 1 1-1-1-1 16.41 1 1 I I 11.00) 1 I 9 1 6.613.011.6411 12.7) 1 1 1 - 1 1 - 1 16.41 1 1 1 1 1 -1 -1 -------I ----I 1576.31.02401D= 69.'125.7110001 .61 In =.0130 Dn= 4.61 1 I I I -I -1 III I I 1 I - I - 1 - 1 1 1 I I I 11.001 1 1 233.712.931 I 1 576.31 I I I 1 1 17.01 Stream Suaryl 1 1 I- 1 -1 -1 I -I -1 I I I I -I -I -I I 1 I I I 1 -1 -1 1 -I -I I 1.08801 I 11000110.91 IINITIAL SUBAREA( 1 I I 14.001 1 I 6 I 14.014.011.7561 42.41 1 I 1 - 1 - 1 10.91 1 I I I 15.001 1 I 4 1 15.214.011.7951 48.41 1 I I -I -I -1 10.91 1 1 II II I *DEVELOPMENT TYPES: 1 COM, 2=APT, 3=#I, 4=COND0, 5=SF (1 /4-AC) , 6- (1 /2-AC) SOIL TYPES: 141, 2=8, 3 C, 4=D, * 1 I * 7= SF (1- AC),8=SF(2.5- AC),9=IDEV(POOR COV1,10=UNDEV(FAIR COV),11 EV(6OOD COV) 0,5= SPECIFIED COEFFICIENT* 1 4 CUT PAPER AL0N6 OUTSIDE BORDER -LINE 1 V II 1 1 II 1 1 II 1 1 II 1 I II ^ 1 1 'w 1 1 STUDY NAME: 7b?A1- 4Re1 67)'i h lia5Vazopen, I CALCULATED BY: 11 I CHECKED BY: 1 I I 10.0 YEAR STORM 1-HOUR RAINFALL(inchl= 1.21;INTENSITY SLOPE = .700 I PAGE NUMBER Z OF 3 1 II [ADVANCED EN6INEERIN6 SOFTWARE] 1 I I CONCENTRATIONISOILIDEV.I AREA I I I C 1 0 1 0 ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 I I POINT NUMBERITYPEITYPEI(ACRES)Iin /hl I(SUB)I TOTALIft /ftl Ifps.I ft. Imin.I min.) AND NOTES 1 1 II 1 -1 -1 1 -I -I 1 1 1 11111 1 vAsti 11 I - 1 - I I - I - I I 90.81.07141 street) 9.41 7001 1.21 I*Qavg= 90.8cfsl 1 I 1 48.ft STREETI 1 1 I I I I I I 1 1 1 1 IDn= .59 W= 21.61 I I flow to PT. #1 I I I I I 1 1 I I I 1 1 1 X -fall= .020001 1 .0 1 1 15.001 2 I 5 1 0.013.711.7921 0.01 I I 1111 12.11 1 1 I I 15.001 1 I 5 I 0.013.711.7651 0.01 I I I -I ----I ----I 12.11 1 I I I 16.001 1 I 5 I 38.313.711.7651108.81 I 1 1 -I -I -I 12.11 1 1 00 i 1 I -I I -I -1 1 199.61.045710= 42.'125.41 7001 .51 In =.0130 Dng 2.71 1 I I 17.001 1 I 5 1 30.813.621.7631 85.01 1 I I - I - I 12.61 1 I 1 I I - 1 -I I -I -I 1 284.61.029310= 51.'123.21 7501 .51 In =.0130 Dn= 3.41 1 I I 11.001 1 I 1 I 5.313.511.8321 15.51 I I 1 - 1 - 1 - 1 13.11 1 1 - - I -I -I I 300.11.023210= 57.'122.01 9501 .71 In =.0130 Dn= 3.41 1 II I - 1 -1 I -1 -1 11 1 I - I - I - 1 I 11 1 I CONFLUENCE 1 TC#1= 17.0 TC#2= 13.8 TC#3= 0.0 TC#4= 0.0 TC#5= 0.01 1 I 1 LARGEST 1 1 I I ANALYSIS 1 0111= 576.3 0#2= 300.1 013= 0.0 0114= 0.0 015= 0.01 I I 1 CONFLUENCE I 1 I I FOR POINT# 1 I #1= 2.93 I#2= 3.38 I#3= 0.00 I#4= 0.00 I#5= 0.001 I I I 0= 836.1 I 1 I I 11.001 01 = 836.1 02 = 769.1 03 = 0.0 04 = 0.0 05 = 0.01 ----I ---- I I 1 1 II I -I -1 1 -1 -1 I I I 1 -1 11 I 1 I I I -I -I III I I 1 I - I - 1 - 1 I 1 I I I 111.001 1 1 337.312.931 1 1 836.11 I 1 1 1 1 17.01 Stream Summary' 1 II I -I -I I - I - 1 I I I I -1 -I -1 1 1 >s 11 I -I -I I -I -I I 1.01111 1 1 900114.71 (INITIAL SUBAREA( 1 I I 111.001 1 1 5 1 20.713.251.7531 50.61 1 I I - I -I 14.71 1 1 -------1 ----I -I I 50.61.011110= 33.'110.61 9001 1.41 In =.0130 Dn= 2.11 1 II I - 1 -1 I -I -1 11 1 I -I -I -I I 1 I I CONFLUENCE 1 TC#1= 17.0 TC#2= 16.1 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I 1 LARGEST I 1 I I ANALYSIS 1 0#1= 836.1 0#2= 50.6 0 #3= 0.0 0114= 0.0 015= 0.01 1 I I CONFLUENCE I I I FOR POINT# I I #1= 2.93 I#2= 3.05 I #3= 0.00 I#4= 0.00 I#5= 0.001 I 1 1 Q= 884.8 I 1 1 111.001 01 = 884.8 02 = 841.2 03 = 0.0 04 = 0.0 05 = 0.01 -I ----I I 1 1 II I -I -I 1 -1 -1 1 1 1 1 -1 1 1 1 1 I I I - 1 -I 1 -1 -I 1 884.81.020010= 84.'126.81 8001 .51 In =.0130 Dn= 5.61 1 I I 13.001 1 I 5 1 45.912.871.7401 97.61 1 I 1111 17.51 1 1 I I 1 - 1 - 1 I - I - I 1 982.41.027910= 84.'131.51 6801 .41 1n =.0130 DrF 5.31 1 I I 1 -1 -1 I -I -I I 1 1 I -i -i -i I 1 1 I I 13.001 1 1 403.912.831 1 1 982.41 1 1 1 1 1 17.91 Stream Summary) 1 1 I 1 1 1 I 1 1 1 1 1 I I 1 1 II 1 1 I *DEVELOPMENT TYPES: 1=COM, 2=APT, 311, 4MlIN#)0, 5=SF (1 /4-AC) , 6 11 /2-AC) . SOIL TYPES: 1=4, 2=8, 3=C, 4=D, * 1 I a7= SF(1-AC),8=SF(2.5- AC),9=UNDEV(POOR COV),10= NDEV(FAIR COV),11=UNDEV1600D COV) 0,5=SPECIFIED COEFFICIENT* 1 00 CUT PAPER ALONG OUTSIDE BORDER -LINE I V m 11 11 fl II II 11 M II 11 I 11 1 1 STUDY WE: s roroz •444.4674 5, »+M. " f431> 1 CALCULATED BY: P'~- 1 I 1 l 1 CHECKED BY: 1 1 I I 10.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.21;INTENSITY SLOPE = .700 1 PAGE NUMBER 3 OF 3 1 1 4. 11 [ADVANCED ENGINEERING SOFTWARE] I1 I I CONCENTRATIONISOILIDEV.I AREA I I I C 1 0 1 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS 1 1 I 1 POINT Il.MBERITYPEITYPEI(ACRES)lin/hl l(SUB)1 TOTALIft /ftl Ifps.l ft.l•in.1 ■in.I AND NOTES 1 1 II I - 1 -1 I -I -1 1 1 I 1 -1 -1 -1 1 1I 00 1 1 1 - I -1 I -1 -I I I I I -1 -1 -1 1 1 I I I 1 - I -1 -I-1-1-1 1.02001 I 11500116.01 IINITIAL SUBAREA 1 I I 26.001 1 I 5 1 21.213.061.7471 48.41 1 I I -I -I 16.01 1 1 40 1 1 I -I -I I -1 -I I 48.41.01671D= 30. 1.61 In =.0130 Dm= 1.9 1 11 I - I -I I -I - 1 I I I I -I -1 -1 1 11 . - I 1 CONFLUENCE 1 TC #1= 17.9 TC#2= 17.6 TC#3= 0.0 TC#4= 0.0 TC#5= 0.01 I I 1 LARGEST I 1 I ANALYSIS 1 0#1= 982.4 012= 48.4 (113= 0.0 (44= 0.0 0*5= 0.01 I I 1 CONFLUENCE 1 1 I I FOR POINT* I I #1= 2.83 I#2= 2.86 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 1 1 0= 1030.4 1 I I 13.001 01 = 1030.4 02 = 1018.2 03 = 0.0 04 = 0.0 05 = 0.0I ----I ----I I 1 1 I I 1 - I -I I - 1 - 1 I 1 I I 1 I 1 1 I I - 1 -1 I -I -I 11030.41.02001D= 90.'128.01 1501 .11 In =.0130 DTI= 5.8 1 II 1 - 1 -I 1 -I 11 1 I -I I 11 I I 100.001 1 1 425.112.861 1 11030.41 1 1 I 1 1 18.01 Stream Summary 1 II I - 1 -I I -1 -I I I I I - -I -1 I 11 I I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I l I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I ! 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .. I I 1 1 I I 1 I 1 I I 1 f I 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 '"° 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t l I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ow I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 I I I I 1 I I. 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 f 1 1 1 1 1 1 1 I 1 1 1 II 11 .- 1 *DEVELOPMENT TYPES: 1 XOM, 2=APT, 3d*1, 4 CCNDO, 5 SF (1 /4 -AC), 6=SF (1 /2-AC) SOIL TYPES: 1 ), 2= 8,3=,4 =D, * 1 I * 7= SF (1- AC),8=SF(2.5- AC),9=UNDEV(POOR COV),IO=UMDEV(FAIR COV),11=UNDEV(SOOD C0V) 0,5=SPECIFIED COEFFICIENT* I 4 : i /0 r, //, RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BAS: • SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL (l(((l(l( l(((((((((((((((((((((((( l(())))1)) ))))))))))))))))))))))))))))))) ,* (C) Copyright 1982 Advanced Engineering Software [AES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. -!,(((((((((((((((((((((((((((((((((((«»»)»»»»»)»»»»»»»»»»» .IDESCRIPTION OF RESULT HUNTER'S RIDGE 'TOTAL AREA SYSTEM INTO SAN SEVAINE BASIN' 10 YEAR STORM 'DEVELOPED' f f - L USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 ow 10 -YEAR STORK 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 " COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH /HOUR) = 1.2120 Ao SLOPE OF INTENSITY DURATION CURVE = .7000 SBC HYDROLOGY MAMMAL 'C'- VALUES USED ((((((((((((( ((((((((((((((((((((((((U))))1) ))))1)11))1)))1)))1))))))1)))11 Advanced Engineering Software [AES] SERIAL No. A00780 REV. 3.1 . RELEASE DATE: 5/01/85 "((((( ((((((((((((((((((((((((((((((( 0)))))) ))))))))1)11)1)))1)))))1)11)))) —FLOW PROCESS FROM MODE 0.00 TO NODE 1.00 IS CODE = 2 ")))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = Kt[ (LENGTHO*3) / (ELEVATION CNANGE) ] **. 2 - INITIAL SUBAREA FLOW - LENGTH = 700.00 UPSTREAM ELEVATION = 2640.00 DUk 1LEVATION = 2340.00 ELEVATION DiFFEREMCE = 300.00 • SOIL CLASSIFICATION IS "A' L/ UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7160 � // 3 SUI +; , , 26.22 • TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 26.22 ttttt FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( 0 UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 -_ STREET LENGTH(FEET) = 1000.00 CURB HEISTH(INCHES) = 8. • STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = :0200 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 41.68 STREET FLOWDEPTH(FEET) = .45 '4 HALFSTREET FL00DWIDTH(FEET) = 14.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.09 PRODUCT OF DEPTHLVELOCITY = 4.08 • SThttiFLOW TRAVELTIME(MIN) = 1.83 TC(MIN) = 10.50 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.105 SOIL CLASSIFICATION IS "A' SINGLE-FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7121 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 30.69 • SUMMED AREA(ACRES) = 18.30 TOTAL RUNOFF(CFS) = 56.91 END U; :BAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 15.50 - FLOW VELOCITY(FEET /SEC.) = 10.98 DEPTHWELOCITY = 5.14 FLOW PROCESS FROM NODE 200 TO NODE 3.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 t4TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 73.14 ***STREET FLOWING FULL*** STREET FLOWDEPTH(FEET) = .53 *w HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.14 PRODUCT OF DEPTH&VELOCITY = 5.36 STREETFLOW TRAVELTIME(MIN) = 2.14 TC(MIN) = 12.64 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.606 SOIL CLASSIFICATION IS 'A" AM SINGLE - FAMILY(2. 5 -ACRE LOT) RUNOFF COEFFICIENT = .6930 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 32.23 °- SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 89.14 ENE 2EA STREETFLOW HYDRAULICS: • DEPTH(FEET) = .55 HALFSTREET FL00DWIDTH(FEET) = 18.00 - FLOW VELOCITY(FEET /SEC.) = 11.26 DEPTH*VELOCITY = 6.17 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 • )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .6930 / U .v J // 3 SUBAREA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 65.97 TOIR k TOTAL RUNOFF(CFS) = 155.11 aw TC(MIN) = 12.64 F FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( • DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.9 se UPSTREAM NODE ELEVATION = 2110.00 • DOWNSTREAM NODE ELEVATION = 1900.00 FLOWLENGTH(FEET) = 1600.00 MAMHINGS N = .013 * ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 155.11 - TRAVEL TIME(MIN.) = .74 TC(MIN.) = 13.38 • tM yaw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 ))))}ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( Aus 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.465 SOIL CLASSIFICATION IS 'A' - SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7592 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 92.85 TOTAL AREA(ACRES) = 92.90 TOTAL RUNOFF(CFS) = 247.96 TC(MIN) = 13.38 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 ▪ )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ) )}) >USIN6 COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( '"`°' DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 34.9 - UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 FLOIEENGTH(FEET)• = 1400.00 NAM(IN6S N = .013 -. ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 247.96 ` TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 14.05 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )) >)> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 40 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.348 - SOIL CLASSIFICATION IS 'A' - SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7561 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 53.16 TOTAL AREA(ACRES) = 113.90 TOTAL RUNOFF(CFS) = 301.12 TC(MIN) = 14.05 j.My 1 W1. rL1M JJ 1 11 lI 1 JS1.. J. VV 1J •W111_ J. VV ♦J LrJJL - J / / / ) '7 // )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( No DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.5 INCHES • PIPEFLOW VELOCITY(FEET /SEC.) = 31.4 err UPSTREAM NODE ELEVATION = 1775.00 DOWNSTREAM NODE ELEVATION = 1715.00 -- FLOWLEN6TH(FEET) = 950.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 ' PIPEFLOW THRU SUBAREA(CFS) = 301.12 TRAVEL TIME(MIN.) = .50 TC(MIN.) = 14.56 .w • „- FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 44" )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USIN6 COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( me DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 29.1 UPSTREAM NODE ELEVATION = 1715.00 sid DOWNSTREAM NODE ELEVATION = 1680.00 FLOWLEN6TH(FEET) = 700.00 MANNINGS N = .013 • ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 301.12 • TRAVEL TIME(MIN.) = .40 TC(MIN.) = 14.96 • FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 ) ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.205 SOIL CLASSIFICATION IS 'A' • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7519 1(ACRES) = 47.20 SUBAREA RUNOFF(CFS) = 113.74 TOTAL AREA(ACRES) = 161.10 TOTAL RUNOFF(CFS) = 414.86 TC(MIN) = 14.96 t*-* em FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 • )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USIN6 COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.4 INCHES • PIPEFLOW VELOCITY(FEET /SEC.) = 27.3 • UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM -NODE ELEVATION = 1640.00 �- FLOWLEN6TH(FEET) = 1200.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA -(CFS) = 414.86 TRAVEL TIME(MIN. = .73 TC(MIN.) = 15.69 fill; - . FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 • )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6876 / )4v 6> J l 1 � SUF:AF:!t� ]R(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 26.21 0 TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 441.08 TC(MIN) = 15.69 • * * FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( am 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.099 SOIL CLASSIFICATION IS 'A' Orr COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8297 SUBAREA AREA(ACRES) = 10.00 SUBAREA RLNOFF(CFS) = 25.72 -- TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 466.79 TC(MIN) = 15.69 am FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 °" )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( • 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.099 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6471 Mr SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 22.06 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 488.85 TC(MIN) = 15.69 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( • DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 34.4 IPSI 1640.00 °" DOWNSTREAM NODE ELEVATION = 1595.00 FLOI&ENGTH(FEET) = 800.00 MANNING. N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 488.85 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 16.08 '"'ice*** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 8 ma )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( ^- 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.047 SOIL CLASSIFICATION IS 'A' mo CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7777 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 26.07 TOTAL AREA(ACRES) = 205.40 TOTAL RUNOFF(CFS) = 514.92 +*f. TC(MIN) = 16.08 *444444444444441. IHHH4CHHHHFIFFHHH14.1 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 - DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.2 mu UPSTREAM NODE ELEVATION = 1595.00 DOWNSTREAM NODE ELEVATION = 1560.00 FLOWLEN6TH(FEET) = 600.00 MANNINGS N = .013 ow ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SIJBAREA(CFS) = 514.92 . TRAVEL TIME(MIN.) = .28 TC(MIN.) = 16.36 r 114144+111-114111411444411-14114411411141H+114 "' FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 • )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.010 - "" SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7455 - SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 48.69 • TOTAL AREA(ACRES) = 227.10 TOTAL RUNOFF(CFS) = 563.61 TC(MIN) = 16.36 (4i:.. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 ow ) >> ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( - 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.010 SOIL CLASSIFICATION IS 'A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6410 �, SUBAREA AREA(ACRES) = 6.60 SUBAREA RUrOFF(CFS) = 12.73 TOTAL AREA(ACRES) = 233.70 TOTAL RUNOFF(CFS) = 576.35 ww TC(MIN) = 16.36 oo FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ▪ )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( -- DEPTH OF FLOW IN 69.0 INCH PIPE IS 55.6 INCHES sme PIPEFLOW VELOCITY(FEET /SEC.) = 25.7 UPSTREAM NODE ELEVATION = 1560.00 -,. DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENGTH(FEET) = 1000.00 MAN4IN6S N = 411 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 P1VL,,,• FS) = 576.35 - TRAVEL TIME(MIN.) = .65 TC(MIN.) = 17.01 44 . tt ow FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS (ODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ▪ CONFLUENCE VALLES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.01 -- RAINFALL INTENSITY (INCH. /HOUR) = 2.93 TOTAL STREAM AREA (ACRES) = 233.70 • TOTAL STREAM RLJ4OFF (CFS) AT CONFLUENCE = 576.35 00 rL:Aw Yf ut.C.7J f14J19 RULE 1V1. VV IL MULE LYNN 10 UWE - G _ - )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( /• mm 7 / ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/2 ACRE) • TC = K *I(LEN6TH**3) /(ELEVATION CHANGE)]*4.2 Am INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1700.00 -- DOWNSTREAM ELEVATION = 1612.00 ELEVATION DIFFERENCE = 88.00 mm TC = .422*(( 1000.00**3)/( 88.00)]f*.2 = 10.877 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.005 SOIL CLASSIFICATION IS "A' rm SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7558 SUBAREA RUNOFF(CFS) = 42.38 ° TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 42.38 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 Am )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.005 Am SOIL CLASSIFICATION IS 'A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7950 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 48.40 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 90.78 TC(MIN) = 10.88 WM FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 4 ' )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( • UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 ire STREET LENGTH(FEET) = 700.00 CURB HEISTH(INCFES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 90.78 STREET FLOWDEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 21.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.35 PRODUCT OF DEPTH&VELOCITY = 5.52 STREETFLOW TRAVELTIME(MIN) = 1.25 TC(MIN) = 12.12 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.712 mm SOIL CLASSIFICATION IS "8" SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7916 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 4 " SUMMED AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 90.78 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FL00DWIDTH(FEET) = 21.59 = 9.35 DEPTH*VELOCITY = 5.52 Am ++ "" FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 )) )))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.712 .4ad J1.vt' P U{1/ nuersT wcrrit.acnI - SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 / . --TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 90.78 G j' TC(MIN) = 12.12 0 tt+ ++IIt11 tow FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 ))) })ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.712 SOIL CLASSIFICATION IS "A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7653 xlar SUBAREA AREA(ACRES) = 38.30 SUBAREA RUNOFF(CFS) = 108.81 TOTAL AREA(ACRES) = 67.50 TOTAL RUNOFF(CFS) = 199.59 TC(MIN) = 12.12 ***** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 WA- }} }))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))})USING COMPUTER- ESTIMATED PIPESIIE (NON - PRESSURE FLOW)((((( 0. DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 25.4 UPSTREAM NODE ELEVATION = 1612.00 4 " DOWNSTREAM NODE ELEVATION = 1580.00 FLOWLEN6TH(FEET) = 700.00 MANNINGS N = .013 " ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 199.59 ' TRAVEL TIME(MIN.) = .46 TC(MIN.) = 12.58 '141:4 :> FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.617 SOIL CLASSIFICATION IS "A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7630 SUBAREA AREA(ACRES) = 30.80 SUBAREA RUNOFF(CFS) = 85.00 TOTAL AREA(ACRES) = 98.30 .TOTAL RUNOFF(CFS) = 284.60 TC(MIN) = 12.58 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 )) }))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( }))))USING COMPUTER-ESTIMATED PIPESIIE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 23.2 UPSTREAM NODE ELEVATION = 1580.00 DOWNSTREAM NODE ELEVATION = 1558.00 FLOWLENGTH(FEET) = 750.00 MANNIN6S N = .013 =~ ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 284.60 TRAVEL TIME(MIN.) _ .54 TC(MI).) = 13.12 • ) })))ADDITION OF SUBAREA TO MAINLINE PEA!( FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.512 l "" SOIL CLASSIFICATION IS 'A' COMMERCIAL. DEVELOPMENT RUNOFF COEFFICIENT = .8321 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 15.49 TOTAL AREA(ACRES) = 103.60 TOTAL. RUNOFF(CFS) = 300.09 TC(MIN) = 13.12 61 11-11H-1***114.144444-114+1111414+14+144441 141 + 114 ** 444 ** 444-14 + 4444114-144 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 3 • ))) })COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USIN6 COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.0 INCHES 1 " PIPEFLOW VELOCITY(FEET /SEC.) = 22.0 UPSTREAM NODE ELEVATION = 1558.00 DOWNSTREAM NODE ELEVATION = 1536.00 mo FLOWLEN6TH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 ° PIPEFLOW THRU SUBAREA(CFS) = 300.09 TRAVEL TIME(MIN.) = .72 TC(MIN.) = 13.84 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )) }))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ) ))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( t Tw COELIENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.84 • RAINFALL INTENSITY (INCH. /HOUR) = 3.38 TOTAL STREAM AREA (ACRES) = 103.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 300.09 CONFLUENCE INFORMATION: S1KEgf TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 576.35 17.01 2.929 2 300.09 13.84 3.383 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO �- FDRMULA(SBC) USED FOR 2 STREAMS. VARIOUS COPFLUENCED RUNOFF VALUES ARE AS FOLLOWS: "` 836.14 769.14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 836.14 TIME(MINUTES) = 17.009 • TOTAL AREA(ACRES) = 337.30 • FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( Istr CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: - TIME OF CONCENTRATION(MINUTES) = 17.01 RAINFALL INTENSITY (INCH. /HOUR) = 2.93 '" TOTAL STREAM AREA (ACRES) = 337.30 TATA1 f.TMAY .0 arler //•CL`\ AT MWrl 1 r11PL ■ G]L 16 HALL:: {F(II(II'Eftiff / `/3 FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 IS CODE = 2 / � s ` 6 • )) )))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVII'l CS: SINGLE FAMILY (1/4 ACRE) • TC = K *I(LEN6TH113) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 900.00 UPSTREAM ELEVATION = 1545.00 Alio DOWNSTREAM ELEVATION = 1535.00 ELEVATION DIFFERENCE = 10.00 TC = .393*(( 900.00113)/( 10.00)]1+.2 = 14.672 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.248 moo SOIL CLASSIFICATION IS 'A' SIN6LE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7532 SUBAREA RUNOFF(CFS) = 50.64 • TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 50.64 ,1r FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 I5 CODE = 3 ))) ))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( • )))))USIN6 COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES , PIPEFLOW VELOCITY(FEET /SEC.) = 10.6 UPSTREAM NODE ELEVATION = 1545.00 �- DOWNSTREAM NODE ELEVATION = 1535.00 FLOWLEN6TH(FEET) = 900.00 MANNINGS N = .013 `** ESTIMATED PIPE DIAETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 50.64 TRAVEL TIME(MIN.) = 1.41 TC(MIN.) = 16.08 11111111 FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 )))) >DESISP TE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLLENCED STREAM VALUES((((( rr CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: "'" TIME OF CONCENTRATION(MINUTES) = 16.08 RA;' !TENSITY (INCH. /HOUR) = 3.05 TOTAL STREAM AREA (ACRES) = 20.70 - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 50.64 ''CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY • NUMBER (CFS) (MIN.) (INCH /HOUR) • 1 836.14 17.01 2.929 2 5O. 16.08 3.046 'RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FURMU.A(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: .. 884.83 841.25 COMPUTED CONFLUENCE ESTIMATES TRUE AS FOLLOWS: RUNOFF (CFS) = 884.83 TIME (MINUTES) = 17.009 TOTAL AREA(ACRES) = 358.00 )))))COMPUTE PIPEFLOWTRAVELTIME THRU SUBAREA((((( Vyr` // 7 D 1 113 )))))USIN6 COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 84.0 INCH PIPE IS 67.3 INCHES . PIPEFLOW VELOCITY(FEET /SEC.) = 26.8 • UPSTREAM NODE ELEVATION = 1535.00 DOWNSTREAM NODE ELEVATION = 1519.00 FLOWLEN6TH(FEET) = 800.00 MANIIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 `. PIPEFLOW THRU SUBAREA(CFS) = 884.83 TRAVEL TIME(MIN.) = .50 TC(MIN.) = 17.51 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 A`" )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.870 AW SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7404 SUBAREA AREA(ACRES) = 45.90 SUBAREA RUNOFF(CFS) = 97.56 TOTAL AREA(ACRES) = 403.90 TOTAL RUNOFF(CFS) = 982.39 TC(MIN) = 17.51 oo FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 • }) }} )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USIN6 COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 31.5 UPSTREAM NODE ELEVATION = 1519.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLENGTH(FEET) = 680.00 M(ANIIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 982.39 TRAVEL TIME(MIN.) = .36 TC(MIN.) = 17.87 aw FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )> )))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.87 RAINFALL INTENSITY (INCH. /HOUR) = 2.83 AO TOTAL STREAM AREA (ACRES) = 403.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 982.39 M.+ t* ***44** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 a* ) }}))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((! ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *((LEN6TH*.3) /(ELEVATION CHANEE)]H.2 TWYTTIII CIIIVIDCt1 n .11. 1 ClUCTU - 14N1 AA ELEVATION DIFFERENCE = 30.00 /071, TC = .393 *(( 1500.00'43)/( 30.00)]**.2 = 16.002 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.057 • SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7471 - SUBAREA RUNOFF(CFS) = 48.42 No TOTAL AREA(ACRES) = 21.20 TOTAL RUNOFF(CFS) = 48.42 ttttttttttttttt "'ra FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 IS CODE = 3 - )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( o )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPu), OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.2 - UPSTREAM NODE ELEVATION = 1520.00 DOWNSTREAM NODE ELEVATION = 1500.00 �. FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .013 Orr ESTIMATED PIPE DIAIETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 48.42 TRAVEL TIME(MIN.) = 1.64 TC(MIN.) = 17.64 ow FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 , >))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ° )))))Av'_ )MPUTE VARIOUS CONFLUENCED STREAM VALUES((((( 1111 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: -, TIME OF CONCENTRATION(MINUTES) = 17.64 RAINFALL INTENSITY (INCH. /HOUR) = 2.86 • TOTAL STREAM AREA (ACRES) = 21.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 48.42 , CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY -- NUMBER (CFS) (MIN.) (INCH /HOUR) *°" 1 982.39 17.87 2.830 2 48.42 17.64 2.856 yrr RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. -- VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1030.37 1018.16 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1030.37 TIME(MINUTES) = 17.867 TOTAL AREA(ACRES) = 425.10 ***tit* FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 www _)))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA U l )))))USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 90.0 INCH PIPE IS 69.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.0 UPSTREAM NODE ELEVATION = 1500.00 • DOWNSTREAM NODE ELEVATION = 1497.00 cI flu FNCTU rCrc T 1 = 1 SA_ AA IMAM= u = Al TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 17.96 3 END OF RATIONAL METHOD ANALYSIS • .. 1 1 I II II II 11 A 11 • 11 - - 11 STUDY NAME: "TO 7Art. A gEA 1. UN PV VEGopa77 I CALCULATED BY: I I I I I CHECKED BY: 1 1 I I 10.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.21;INTENSITY SLOPE = .700 I PAGE NUMBER / OF / 1 I 11 [ADVANCED ENGINEERING SOFTWARE] -- 11 1 I CONCENTRATIONISOILIDEV.I AREA I I I C 1 0 I 0 ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 I 1 1 POINT NUMBERITYPEITYPEI(ACRES)lin /hl I(SUB)1 TOTAL1ft /ftl Ifps.I ft.lmin.l min.I AND NOTES 1 I I I I -I I -I I 1 1 1 -I -i -1 I I i I I I - -I 1 -1 -I 1 1 1 I -I I I 1 I I ,ftfi 1 -I 1 - I I 1.38751 1 1 800112.41 IINITIAL SUBAREA 1 I I 2.001 1 1 10 1 10.413.651.6781 25.71 1 I I -I -1 -I 12.41 1 1 I I I - 1 -I I- I -I I 25.71.121118=100.01 2.311900113.51 In =.0550 Dn= .1 1 I I I I 1 1 1 1 1 1 I 1 I 1 1 IZ= 2.0 Fr= 1.25 I I 3.001 1 I 9 1 22.412.181.5621 27.41 I I I- I - -I- 1 25.91 1 I I I I - 1 -1 1 -I - i I 53.11.142918= 100.01 3.1114001 7.61 In =.0550 Dn= .2 I I I I I I I 1 1 I I 1 1 1 1 I I Z= 2.0 Fr= 1.31 44 11 4.001 1 I 9 1 26.411.821.5051 24.31 1 I I -I -1 - 1 33.51 I I 1 -I 1 -1 -I I 77.41.107118= 100.01 3.3114001 7.11 In=.0550 Dn= .2 1 - 1 1 1 I 1 1 1 1 1 1 I 1 1 I I I Z= 2.0 Fr= 1.20 I I 5.001 1 1 9 1 45.711.591.4551 33.11 1 I 1 -I - 1 -1 40.61 1 I I I I -I -I I -I -I 1 110.61.061518= 100.01 3.2113001 6.71 In =.0550 Dn= .3 1 1 1 1 1 1 I I 1 I 1 I 1 I 1 I IZ= 2.0 Fr= .981 1 I I 6.001 1 1 9 1 71.511.431.4111 42.01 1 I 1 -1-1- 1 47.31 1 I 1 1 1- 1 -1 1 -1-1 1 152.61.075018 = 100.01 4.1112001 4.91 1n =.0550 Dn= .4 1 I I I I I I I I I 1 1 1 I 1 1 IZ= 2.0 Fr= 1.18 I I 7.001 1 1 9 1 88.711.341.3791 44.91 I I 1 -1- 1 -I 52.21 1 1 I I I -I -I I ----I ----I 1 197.51.028618 = 100.01 3.2114001 7.21 In =.0550 Dn= .6 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I Z= 2.0 Fr= .73 1 1 8.001 1 1 9 1 87.711.221.3341 35.81 1 I I -I -I -I 59.41 1 I -1 I -I -I 1 233.31.026718= 100.01 3.4115001 7.41 In =.0550 Dn= .7 1 tv I I I I I I 1 1 I I 1 1 I 1 I I Z= 2.0 Fr= .72 I I 9.001 1 1 9 1 76.611.121.2901 25.01 I I I -I- I -I 66.91 1 1 I I 1 -I -I 1 -1 -I 1 I 1 I -1 I 1 I 1 1 9.001 1 1 429.411.121 1 1 258.21 1 1 I 1 1 66.91 Stream Summary 1 I I I -I 1 - -I -I I 1 I I -1 -I -1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 .1 1 1 1 1 I I I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 I 1 1 1 1 1 I 1 1 1 I 1 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I • 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 - 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 11 11 I *DEVELOPMENT TYPES: 1QOM, 2 3-1H, 4-1:ONDO ,5=SF(1 /4- AC),6 /2-AC) SOIL TYPES:1=A,2=8,3- ,4=D,* 1 I * 7= SF(1- AC),8=SF(2.5- AC),9=UMEV(POOR CDV),10=UNDEV(FAIR COV),I1=JNDEV(G00D COV) 0,5- - SPECIFIED COEFFICIENT* 1 44 i 44 lc RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL —l((((((( l(((((((((ll(((((((((((((((((()))))>) ))))))))))))))))))))))))))))))) (C) Copyright 1982 Advanced Engineering Software IAESI Especially prepared for: J.P. KAPP 4 ASSOCIATES, INC. ((((((((((((((((( l((( l(((((((((((((( O)))))) )))))))))))))))))))) >)))))))))) 'f****+***DESCRIPTION OF RESULTS a. HUNTER'S RIDGE 'TOTAL AREA INTO SAN SEVAINE BASIN' * * 10 YEAR STORM 'UNDEVELOPED' * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: dw USER SPECIFIED STORM EVENT(YEAR) = 10.00 -"" SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 , SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO 115E FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 — 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPU:H kAIMFALL INTENSITY DATA: ''°` STORM EVENT = 10.00 1-HOUR INTENSITY(INCH /HOUR) = 1.2120 SLOPE OF INTENSITY DURATION CURVE = .7000 SBC HYDROLOGY MANUAL 'C'- VALUES USED - >)))) >))))) >)) >) > >))))))) >))))f f" Advanced Engineering Software DIES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 (((((H (((((((((((((((((((((((((((((( O)>)>)) )))))))))) >)))))))) >)))) >) >)))) am FLOW PROCESS FROM NODE 1.00 TO NODE 200 IS CODE = 2 AW ))) ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LEMETH**3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW - LENGTH = 800.00 UPSI_AM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2330.00 kw iv. UV MAR N1 /NrHLL fN I U4 .L 1 Y t Ir Lh /MUUIU = 4.b46 SOIL CLASSIFICATION IS 'A' 2//S- -° UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6776 l SUBAREA RLNOFF(CFS) = 25.71 • TOTAL AREA(ACRES) = 10.40 TOTAL RINOFF(CFS) = 25.71 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 }))})COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( • )))))TRAVELTIME THRU SUBAREA((((( • UPSTREAM NODE ELEVATION = 2330.00 gm DOWNSTREAM NODE ELEVATION = 2100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1900.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 mr MANVINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 25.71 . FLOW VELOCITY(FEET /SEC) = 2.35 FLOW DEPTH(FEET) = .11 TRAVEL TIME(MIN.) = 13.50 TC(MIN.) = 25.93 mal FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 • ) })))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 4" 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.180 SOIL CLASSIFICATION IS 'A• • UNDP.1 LOPED WATERSHED RLLNOFF COEFFICIENT = .5615 40 SUBAREA AREA(ACRES) = 22.40 SUBAREA RINOFF(CFS) = 27.42 t TOTAL AREA(ACRES) = 32.80 TOTAL RUNIDFF(CFS) = 53.13 TC(MIN) = 25.93 re - "FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 ow )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( 4 " UPSTREAM NODE ELEVATION = 2100.00 _,DOWNSTREAM NODE ELEVATION = 1900.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 quicHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNINSS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.00 -" CHAN EL FLOW THRU SUBAREA(CFS) = 53.13 • FLOW VELOCITY(FEET /SEC) = 3.08 FLOW DEPTH(FEET) = .17 TRAVEL TIME(MIN.) = 7.57 TC(MIN.) = 33.51 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 4m )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH/HDIM) = 1.822 SOIL CLASSIFICATION IS 'A' w. UliDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5048 SUMP (ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 24.29 "TOTAL AREA(ACRES) = 59.20 TOTAL RlNOFF(CFS) = 77.42 TC(P \ 33.51 • rLUW YIg .Ca7 rnUR l LM/C 4. VV IU MUUC J. VV ►J i.UUC = a 3 / )))))COMPUTE TRAPEZOIDAL- CHANNL FLOWlll(( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1750.00 oss CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNIN6S FACTOR = .055 MAXIMUM DEPTH(FEET)_= 2.00 vs CHANNEL FLOW THRU SUBAREA(CFS) = 77.42 FLOW VELOCITY(FEET /SEC) = 3.29 FLOW DEPTH(FEET) = .23 - TRAVEL TIME(MIN.) = 7.10 TC(MIN.) = 40.60 - FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 a4 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.593 *I SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4552 SUBAREA AREA(ACRES) = 45.70 SUBAREA RI)NOFF(CFS) = 33.14 • TOTAL AREA(ACRES) = 104.90 TOTAL RUNOFF(CFS) = 110.55 TC(MIN = 40.60 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5 T )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1750.00 /d DOWNSTREAM NODE ELEVATION = 1670.00 .7 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 • MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.50 CHAKNEL FLOW THRU SUBAREA(CFS) = 110.55 FLOW VELOCITY(FEET /SEC) = 3.23 FLOW DEPTH(FEET) = .34 TRAVEL TIME(MIN.) = 6.71 TC(MIN.) = 47.31 ` FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 - )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.431 • SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4106 vs SUBAREA AREA(ACRES) = 71.50 SUBAREA RINNOFF(CFS) = 42.02 TOTAL AREA(ACRES) = 176.40 TOTAL RINNOFF(CFS) = 152.57 TC(MIN) = 47.31 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1670.00 *tio l:f1HMMLL )%Ibtttttl) = lUU.UU "1" FHL IUN = t.VUU MAMIIN6S FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 152.57 41S- FLOW VELOCITY(FEET /SEC) = 4.08 FLOW DEPTH(FEET) = .37 AM TRAVEL TIME(MIN.) = 4.90 TC(MIN.) = 52.21 61 414144 i FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 8 )) )))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( ow -.. 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.336 SOIL CLASSIFICATION IS 'A' w • UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3792 SUBAREA AREA(ACRES) = 88.70 SUBAREA RUNOFF(CFS) = 44.93 - TOTAL AREA(ACRES) = 265.10 TOTAL RUNOFF(CFS) = 197.50 • TC(MIN) = 52.21 am FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( `"°' UPSTREAM NODE ELEVATION = 1580.00 me DOWNSTREAM NODE ELEVATION = 1540.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 • CHANNEL BASE(FEET) = 100.00 'I' FACTOR = 2.000 MANNIN6S FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 "" CHANNEL FLOW THRU SUBAREA(CFS) = 197.50 FLOW VELOCITY(FEET /SEC) = 3.22 FLOW DEPTH(FEET) = .61 TRAVEL TIME(MIN.) = 7.24 TC(MIN.) = 59.45 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 WA ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( ow 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.220 SOIL CLASSIFICATION IS 'A' • UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3344 SUBAREA AREA(ACRES) = 87.70 SUBAREA RUNOFF(CFS) = 35.77 " TOTAL AREA(ACRES) = 352.80 TOTAL RUNOFF(CFS) = 233.27 TC(MI' FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5 ` )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( itim UPSTREAM NODE ELEVATION = 1540.00 DOWNSTREAM NODE ELEVATION = 1500.00 • CHAN ?,; . EN6TH THRU SUBAREA(FEET) = 1500.00 im CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNINOS FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 - CHANNEL FLOW THRU SUBAREA(CFS) = 233.27 FLDW ITY(FEET /SEC) = 3.37 FLOW DEPTH (FEET) = .68 TRAVEL TIME(MIN.) = 7.43 TC(MIN.) = 66.87 "'UM PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 "))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.123 .SOIL CLASSIFICATION IS 'A' NDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2901 ""(UBAREA AREA(ACRES) = 76.60 SUBAREA RUNOFF(CFS) = 24.96 TOTAL AREA(ACRES) = 429.40 TOTAL RUNOFF(CFS) = 258.24 — C(MIN) = 66.87 me ND OF RATIONAL METHOD ANALYSIS +rob tA qg t „p J.P. KAPP & ASSOCIATES, INC. JOB �Z�� S kat, DA, C low • 15892 Pasadena Avenue SHEET NO. / OF 3 TUSTIN, CALIFORNIA 92680 _ Z/7 S /8 (714) 730-5757 CALCULATED BY DATE CHECKED BY - DATE SCALE mid 95 • .ter li 49 .. i _ . .., H .. ). 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CUT PAPER ALONG OUTSIDE BORDER -LINE 1 1 1 f i 1 11 11 II II 11 11 11 11 11 11 I I STUDY NAME: sir", 4 ' ° ' N ' UN ' VE Z- I CALCULATED BY: 1 1 I I I CF€CKED BY: 1 1 I I 25.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.37;INTENSITY SLOPE = .700 I PAGE NUMBER / OF / 1 1 II [ADVANCED ENGINEERING SOFTWARE] II I I CONCENTRATIONISOILIDEV.I AREA I I I C ( Q I Q ISLI)PEISECTIONI V IPATHI T I Tc I HYDRAULICS 1 I 1 1 POINT IPJMBERITYPEITYPEI(ACRES)lin /hl I(SUB)I TOTALIft /ftl Ifps.l ft.Imin.I min.1 AND NOTES 1 I I I 1 -I -1 1 -I -I I I I I - 1 - I - 1 I 1 1 I I I -I 1111 1 I I - 1 - I - 1 1 1 1 1 t I -1 -1 I -I -I I 1.38751 I 1 800112.41 (INITIAL SUBAREA 1 I I 2.001 1 1 10 1 10.414.131.6981 30.01 I 1 I -I -( -I 12.41 1 1 I I I -I -I I -1 -1 1 30.01.121118= 100.01 2.111900114.91 1n =.0550 Dn= .1 1 I I I 1 I I 1 I I I I I 1 1 1 1 Z= 2.0 Fr= 1.00 I I 3.001 1 1 9 1 22.412.381.5851 31.21 I 1 -------I ----I ----I ----I 27.31 1 1 I I I -I -I I -I -I I 61.11.142918=100.01 3.5114001 6.61 In =.0550 Dn= .2 1 I I I I I 1 I 1 t I I I I I 1 I2 =2.0 Fr= 1.51 I I 4.001 1 1 9 1 26.412.041.5421 29.31 I 1 I -I -I -I 33.91 1 I I I I -I -I I -I -I I 90.41.107118= 100.01 3.4114001 6.91 1n .0550 Dn= .3 ( M I I I I I I I I 1 I 1 I ' I 1 1 12= 2.0 Fr= 1.16 11 5.001 1 1 9 1 45.711.801.5001 41.01 I 1 I -I -1 -I 40.81 1 I I I 1 -1 -1 I -I -I 1 131.51.061518 = 100.01 3.4113001 6.41 In =.0550 Dn .4 1 I I I I I 1 I I I I I I . 1 I 1 IZ= 2.0Fr= .96 I I 6.001 1 1 9 1 71.511.621.4621 53.61 1 1 I -I -I -1 47.21 1 1 11 1 -1- 1 I- I- I 1 185.01.075018=100.01 4.1112001 4.91 1n =.0550 Dn= .4 1 I I I I I I I I I 1 1 1 1 1 1 II= 2.0 Fr= 1.08 I I 7.001 1 1 9 1 88.711.511.4341 58.31 I 1 I -I -I----I 52.11 1 I 11 I -I -I -------I ----I -I I 243.41.028618=100.01 3.5114001 6.61 1n =.0550 Dn= .7 1 I I I t I I I I I I I 1 I 1 I` 1 Z= 2.0 Fr= .75 I I 8.001 1 1 9 1 87.711.391.3981 48.61 I 1 I -I -I -I 58.81 1 I I I I -1 -1 I -I-- -I 1 291.91.026718= 100.01 3.8115001 6.61 1n =.0550 Dn= .8 1 I I I 1 I I I I I I I 1 1 1 1 1 Z= 2.0 Fr= .77 1 1 9.001 1 1 9 1 76.611.291.3631 35.91 I 1 I -I -I -I 65.41 1 I II I -I -I III I I I I -I -I I 11 1 1 9.001 1 1 429.411.291 1 1 327.81 1 1 1 I 1 65.41 Stream Summary 11 II I -1 1111 I 1 1 -I -I I II Oil 1 l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1I 11 I *DEVELOPMENT TYPES: 1C0M, 2 3-/41, 4COND0 ,5=SF(1 /4 AC),6=SF(1 /2 SOIL TYPES:1),2 =8,3 ,4=0,* 1 1 *7= SF(1- AC),8=SF(2.5 -AC),9 UNDEV(POOR COV),10=UNDEV(FAIR COV),11=UNDEV(600D COV) 0,5= SPECIFIED COEFFICIENT* 1 4 1 1 RATIONAL METHOD HYDROLOGY C0MPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL ((((((((((((( ((((((((((((((((((((((((0)))))) )11)))))1111)))) ))))))))33))))) (C) Copyright 1982 Advanced Engineering Software (AES] Especially prepared for: J.P. KAPP 4 ASSOCIATES, INC. (((((( O))) ))))))) )1 >))))))1))))) ))))1))))))) *-*********DESCRIPTION OF RESULTS * HUNTER'S RIDE 'TOTAL AREA INTO SAN SEVAINE BASIN' * 25 YEAR STORM 'UNDEVELOPED" * f USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH /HOUR) = 1.3716 SLOPE OF INTENSITY DURATION CURVE _ .7000 SBC HYDROLOGY MANUAL 'C'- VALUES USED (((((((((((( (((((((((((((((((((((((((0)1))) ))))1)1)1)))))))1)))))))1))))))) Advanced Engineering Software DIES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 (l(((((((((((((((((((((((( (((((((((0) >)))3 )))))11)))))))))1)))))))))))))) • FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA AMALYSIS((l(( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *D(LENGTH**3) /(ELEVATION CHANSE)]*f.2 INITIAL SUBAREA FLOW - LENGTH = 800.00 UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2330.00 N DIFFERED = 310.00 TC = .709 *[( 800.00**3)/( 310.00)3**.2 = 12.430 S ° 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.129 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6977 SUBAREA RUNOFF(CFS) = 29.96 TOTAL AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) = 29.96 ********************************************* ****** ***** *** * * **** * ********** adult FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 2330.00 DOWNSTREAM NODE ELEVATION = 2100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1900.00 CHANNEL BASE(FEET) = 100.00 '1' FACTOR = 2.000 MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.00 CF TOW THRU SUBAREA(CFS) = 29.96 FLOW VELOCITY(FEET /SEC) = 2.12 FLOW DEPTH(FEET) = .14 TRAVEL TIME(MIN.) = 14.91 TC(MIN.) = 27.34 ******* FLOW PRA FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.378 SOIL CLASSIFICATION IS 'A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5855 SUBAREA AREA(ACRES) = 22.40 SUBAREA RUNOFF(CFS) = 31.19 TOTAL AREA(ACRES) = 32.80 TOTAL RUNOFF(CFS) = 61.14 TC(MIN) = 27.34 ******{*f***********t FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL-CHANi'EL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 2100.00 DOWNSTREAM NODE ELEVATION = 1900.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 61.14 FLOW VELOCITY(FEET /SEC) = 3.55 FLOW DEPTH(FEET) = .17 TRAVEL TIME(MIN.) = 6.58 TC(MIN.) = 33.92 * ***** ************ ********* **** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.045 SOIL CLASSIFICATION IS 'A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5424 SI'' _ REA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 29.28 TOTAL AREA(ACRES) = 59.20 TOTAL RUNOFF(CFS) = 90.42 TC(MIN) = 33.92 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 5 f S )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1750.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = 100.00 '1" FACTOR = 2.000 MANNING FACTOR = .055 MAXIM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 90.42 FLOW VELOCITY(FEET /SEC) = 3.39 FLOW DEPTH(FEET) = .27 TRAVEL TIME(MIN.) = 6.89 TC(MIN.) = 40.81 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 >))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( .• 25.00 YEAR RAINFALL INTENSITY(IN;H/1OUR) = 1.796 SOIL CLASSIFICATION IS "A' UNDEVELOPED NATERSFED RUNOFF COEFFICIENT = .4999 SUBAREA AREA(ACRES) = 45.70 SUBAREA RUNOFF(CFS) = 41.04 TOTAL AREA(ACRES) = 104.90 TOTAL RUNOFF(CFS) = 131.46 TC(MIN) = 40.81 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPS7kiAM NODE ELEVATION = 1750.00 DOWNSTREAM NODE ELEVATION = 1670.00 (3JANNa LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 N2NINSS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 131.46 FLOW VELOCITY(FEET /SEC) = 3.37 FLOW DEPTH(FEET) _ .39 TRAVEL TIME(MIN.) = 6.42 TC(MIN.) = 47.23 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.622 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4621 SUBAREA AREA(ACRES) = 71.50 SUBAREA RUNOFF(CFS) = 53.58 TOTAL. AREA(ACRES) = 176.40 TOTAL RUNOFF(CFS) = 185.04 TC(MIN: = 47.23 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL - CRANE.. FLOW((((( )))))TRAVELTIIE THRU SUBAREA((((( LPSTREAI! NUDE tL.VHIIUN = lb/U.UU M 4 DOWNSTREAM NODE ELEVATION = 1580.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CJ- (/� /, CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 ( y /� >k� MAMNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 ` CHANNEL FLOW THRU SUBAREA(CFS) = 185.04 FLOW VELOCITY(FEET /SEC) = 4.08 FLOW DEPTH(FEET) = .45 TRAVEL TIME(MIN.) = 4.90 TC(MIN.) = 52.13 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( - • 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.513 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4344 SUBAREA AREA(ACRES) = 88.70 SUBAREA RUNUFF(CFS) = 58.31 TOTAL AREA(ACRES) = 265.10 TOTAL RUNOFF(CFS) = 243.35 TC(MIN) = 52.13 m- FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1580.00 DOWNSTREAM NODE ELEVATION = 1540.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MAHNIN6S FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA (CFS) = 243.35 FLOW VttOCITY(FEET /SEC) = 3.51 FLOW DEPTH(FEET) _ .68 TRAVEL TUE(MIN.) = 6.64 TC(MIN.) = 58.78 4 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.392 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3980 SUBAREA AREA(ACRES) = 87.70 SUBAREA RUMNOFF(CFS) = 48.57 TOTAL AREA(ACRES) = 352.80 TOTAL RUNOFF(CFS) = 291.92 TC(MIN) = 58.78 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( ))))) TRAVELTIME THRU SLB3AREA (((( ( LUPSTREN NODE ELEVATION = 1540.00 DOUNSTREAM NODE ELEVATION = 1500.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 NANNIUL ff.. l i i .055 MAXIMM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 291.92 FLOW VELOCITY(FEET /SEC) = 3.77 FLOW DEPTH(FEET) = .76 TRAVEL TIME(MIN.) = 6.62 TC(MIN.) = 65.40 um FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 ■ 410 /5- '4 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.291 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3629 mk SUBAREA AREA(ACRES) = 76.60 SUBAREA RUNOFF(CFS) = 35.90 TOTAL AREA(ACRES) = 429.40 TOTAL RUNOFF(CFS) = 327.82 do°' TC(MIN) = 65.40 END OF RATIONAL METHOD ANALYSIS m. . m. ii II II II II 11 II II 1I 11 I I STUDY NAME:472,70K /y rea rAl. 6'157C; ~ PleVCi -off* 1 CALCULATED BY: a p I I I CHECKED BY: 1 1 I I 25.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.37;INTENSITY SLOPE _ .700 I PAGE NUMBER,/ OF 3 1 I II [ADVANCED ENGINEERING SOFTWARE] 11 I CONCENTRATIONISOILIDEV.1 AREA I I I C I Q I Q ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 I I I POINT MIMBERITYPEITYPEI(ACRES)lin /hl 1(SUB)I TOTALIft /ftl Ifps.1 ft.Imin.1 min.1 AND NOTES 1 I I I 1 - 1 -I I -I -i I I I I -I -1 -1 I 1 I I I 1 -I -I I -I I I I i -1 -I -1 I I I 1.42861 I 1 7001 8.71 (INITIAL SUBAREA „4 ( I I I 1.001 1 I 9 I 7.815.311.7321 30.31 I 1 I -I -I -I 8.71 1 1 I I 1 -1 -1 I -I--1 I 30.31.12001 street110.2110001 1.61 IfQavg= 48.3cfsI 1 I 1 36.ft STREET( 1 1 I I I I 1 I 1 I I I IDn= .45 W= 14.51 I I flow to PT. #1 1 1 I I I I I I . 1 1 I I IX-fall= .020001 1 I I 2.001 1 1 8 1 10.514.721.7301 36.21 I 1 I- I -I -I 10.31 1 I I -I -1 I 66.51.08461 street112.2113001 2.01 I*Qavg= 85.9cfsl 1 I 1 36.ft STREETI 1 1 1 I I I I I 1 I I I IDn= .55 W= 18.01 I I flow to PT. #1 1 1 1 I 1 1 I I 1 1 1 I IX-fall= .020001 1 I I 3.001 1 1 8 I 12.914.171.7141 38.41 .I 1 I ----I ----I -I 12.31 1 I I 4.001 1 1 8 1 26.414.171.7141 78.71 I 1 I -I -I -I 12.31 1 I ," 1 1 1 -1 -1 I ----I ----I 1 183.61.13121D 33. .71 In =.0130 Dn= 2.21 1 I I 5.001 1 I 5 1 35.314.011.7711109.11 I 1 I -I -I -I 13.01 1 I 1 l 1 - 1 -1 I -I -I 1292.71.08931D= 42.'135.6114001 .71 1n =.0130 Dn= 2.81 1 i t 6.001 1 I 5 1 21.013.871.7691 62.51 I 1 I -I -I -I 13.61 1 I I I I - I -1 I ----I ----I 1 355.21.06321D= 48.'132.71 9501 .51 In =.0130 Dn= 3.21 1 I I I - 1 -I I -I -I 1355.21.05001D= 51.'130.31 7001 .41 In =.0130 Dn= 3.31 1 I I 8.001 1 I 5 1 47.213.711.7651133.91 I 1 I -I -I -I 14.51 1 I I I I - I -i I -I -I -----I 489.11.03331D= 63.'128.3112001 .71 In= .013 Dn= 3.91 1 I I 9.001 1 I 7 1 12.313.591.7101 31.31 I 1 1-1 -1 -I 15.21 1 1 I I 9.001 1 I 1 1 10.013.591.8321 29.81 I 1 I -I -I -I 15.21 1 I I I 9.001 1 1 9 1 11.013.591.6751 26.61 I I I -I -I -I 15.21 1 I I I I - 1 -1 I -I -I 1576.81.05621D= 60.'135.71 8001 .41 In =.0130 Dn= 3.81 1 I I 10.001 1 I 4 1 11.013.521.7881 30.51 I 1 I -I -I -I 15.61 1 I I 1 I -1 -I I -I -I 1607.31.05831D= 60.'136.51 6001 .31 In =.0130 Dn= 4.01 1 I I 11.001 1 1 5 1 21.713.481.7601 57.41 I 1 I -I -I -I 15.91 1 1 I I 11.001 1 1 9 1 6.613.481.6691 15.41 I 1 1- 1-1-1 15.91 1 I 1 1 1 -1 -1 I -1 -I 1 680.11.02401D= 75.'127.1110001 .61 1n =.0130 Dn= 4.81 1 I I I - - I -1 -I I I I I -1 -I -I 1 1 I I I 11.001 1 1 233.713.391 I 1 680.11 I 1 1 1 1 16.51 Stream Summaryl 1 I I 1 -i -I 1111 I 1 11111 1 I I I 1 - I -1 I -I -I I 1.08801 I 11000110.91 (INITIAL SUBAREAI 1 11 14.001 1 I 6 1 14.014.531.7671 48.71 I 1 I -I ----I ----I 10.91 1 I I I 15.001 1 I 4 I 15.214.531.8011 55.21 I I I -I -I -I 10.91 I II I1 I *DEVELOPMENT TYPES:1 ON, 22PT, 3- 4- ONDO ,5- - SF(1 /4- AC),6SF(1 /2-AC) SOIL TYPES:1 1,2= 8,30,4 =D,* 1 I f7= SF(1- AC),8- -AC),9 V(POOR COV),10=UNDEV(FAIR COV),11=UNDEV(600D COV) 0,5= SPECIFIED COEFFICIENT* 1 4 4 1 rP.+' CUT PAPER ALONG OUTSIDE BORDER -LINE 4 II II ii II II II II II 11 I 1 STUDY NAPE: "7b74z. - S "s aj( Z LCULATED BY: 1I 1 CHECKED BY: 1 1 I I 25.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.37;INTENSITY SLOPE _ .700 I PAGE NUMBER ?-OF II (ADVANCED ENGINEERING SOFTWARE] II 1 I CONCENTRATIONISOILIDEV.I AREA I I I C I Q 1 Q ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS 1 I I I POINT NUMBERITYPEITYPEI(ACRES)lin /hl I(SUB)I TOTALIft /ftI Ifps.l ft.'min.1 min.l AND NOTES I I II 1 -I -I 1 -I -I I I I 11111 1I 1 l 1 -I -I -------I ----I -1 1 103.91.07141 street110.11 7001 1.21 I*Qavg= 103.9cfsl 1 I 1 48.ft STREETI 1 1 I 1 I I I I t I 1 I IDn= .60 W= 22.31 I I flow to PT. #I 1 1 I I I I I 1 1 I 1 1 IX-fall= .020001 1 I I 15.001 2 I 5 I 0.014.221.7991 0.01 I 1 I -I ----I ----I 12.01 I I I 15.001 1 1 5 I 0.014.221.7761 0.01 1 1 I- I ----I ----I 12.01 1 I I I 16.001 1 1 5 I 38.314.221.7761125.41 1 1 I- I- I -I 12.01 1 I I I -I -I I ----I ----I 1 229.31.04571D= 45.'126.41 7001 .41 In=.0130 Dn= 2.71 1 I I 17.001 1 I 5 I 30.814.121.7741 98.11 I 1 I -I -I -I 12.51 1 I -I - I 1 -I -I 1 327.4I.0293ID= 54. 7501 .51 In=.0130 On= 3.61 1 I I 11.001 1 1 1 I 5.314.001.8341 17.71 1 1 I -I -I -I 13.01 1 I i I I -I - 1 1 -I -I 1 345.11.02321D= 57.'122.21 9501 .71 In=.0130 Dn= 3.91 1 I I I - I -I I -I -1 I 1 I I - 1 - I - 1 1 1 I I I CONFLUENCE 1 TC #1= 16.5 TC#2= 13.7 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I I LARGEST 1 I I ANALYSIS 1 0 #1= 680.1 0#2= 345.1 0 #3= 0.0 04= 0.0 0#5= 0.01 I. I 1 CONFLUENCE 1 I I FOR POINT# 1 I #1= 3.39 I#2= 3.86 I #3= 0.00 I #4= 0.00 I#5= 0.001 I I I Q= 983.6 I I I 11.001 01 = 983.6 02 = 911.2 Q3 = 0.0 Q4 = 0.0 Q5 = 0.01 -I -I I 1 I I I -I - I 1 -I -I 1 1 1 1 -1 1 I 1 1 I I I -I -I 1 -1 -1 I 1 1 I -I -1 -1 I 1 I I 111.001 1 I 337.313.391 I 1 983.61 I I I I 1 16.51 Stream Summaryl 1 II I -I -I 1 -I -1 1 I 1 I -I -I -I I 1 1.01111 1 1 900114.71 IINITIAL SUBAREA! 1 I I 111.001 1 1 5 I 20.713.681.7641 58.21 I 1 I- I ----I ----I 14.71 1 I -1 -I I 58.21.01111D= 36.'111.11 9001 1.31 In=.0130 Dn= 2.11 I I I - - 1 -I -1 I I 1 I - - - I I I I 1 CONFLUENCE 1 TC #1= 16.5 TC#2= 16.0 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I I LARGEST 1 I I ANALYSIS 1 0 #1= 983.6 Q#2= 58.2 0 #3= 0.0 0114= 0.0 Q#5= 0.01 1 1 I CONFLUENCE I I I FOR POINT# 1 I #1= 3.39 I#2= 3.46 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 I 1 0=1040.7 1 I I 111.001 121 =1040.7 02 =1015.1 03 = 0.0 Q4 = 0.0 05 = 0.0I- I -I I 1 1 1 I -I I -I -1 I 1 I -------I ----I 1 I 1 1 I I I I - I -1 1 -I -I 11040.71.020010= 90.'128.01 8001 .51 1n =.01330 Dn= 5.91 1 1 1 13.001 1 I 5 I 45.913.321.7551115.21 I t 1 - I - 1 - I 16.91 1 1 I t -I -1 I -I -I 11155.91.027910= 87.'132.41 6801 .41 In=.0130 On= 5.91 1 II I -1 -I 1111 I I 1 - I - 1 1 11 I I 13.001 I 1 403.913.281 I 11155.91 I 1 I I 1 17.31 Stream Summary' 1 I I I I I I I 1 I I I 1 1 I I I 1 1 11 11 I *DEVELOPMENT TYPES: 14:OM, 2= iPT, 3- NH, 4= 0NDO ,5- SF(1 /4- AC),6- - SF(1 /2-AC) SOIL TYPES:141,2 =B,3 C ,4 =D,* 1 I * 7= SF (1- 4C),8 1C),9= UNDEV(POOR COV),10=UNDEV(FAIR COV),11=UNDEV(GODD COV) 0,5= SPECIFIED COEFFICIENT* 1 ++-_ - ��_��� CUT PAPER ALONG OUTSIDE BORDER -LINE 1 V 1 � 1 1 11 fl 11 II II II 11 II . 11 II I I STUDY NAME: " 7 7.4.. Ahae 5eit no." w 4SLl97.ipt57') 1 CALCULATED BY: -7 I I I I I CI€CIO D BY: 1 1 I I 25.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 1.37;INTENSITY SLOPE = .700 I PAGE NUMBER 3 OF3 1 I II [ADVANCED ENGINEERING SOFTWARE] 11 I I CONCENTRATIONISOILIDEV.1 AREA I I IC I Q I 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS 1 I I I POINT NUMBERITYPEITYPEI(ACRES)lin /h1 1(SUB)I TOTALIft /ftl Ifps.l ft.Imin.l min.I AND NOTES 1 I I I I - 1 -1 III I I I 1 - 1 - 1 - 1 I 1 l I I I - I -I I - I - I I I I 1 - 1 - 1 - 1 1 1 1 I I I - 1 -1 I -I -I I 1.02001 I 11500116.01 IINITIAL SUBAREA 1 I I 26.001 1 1 5 I 21.213.461.7591 55.71 I 1 I -I -I -I 16.01 1 1 I I I - I -1 I -1 -I I 55.71.01671D= 33.'112.8112001 1.61 In=.0130 Dn= 1.9 1 I I I - 1 -I 1 - 1 - 1 I I I I - 1 - I - I I it I I CONFLUENCE 1 TC #1= 17.3 TC#2= 17.6 TC#3= 0.0 TC#4= 0.0 TC#5= 0.01 1 I 1 LARGEST i I „- 1 1 ANALYSIS 1 0 #1 =1155.9 Q#2= 55.7 0 #3= 0.0 0#4= 0.0 Q115= 0.01 I I 1 CONFLUENCE 1 I I I FOR POINT# 1 I #1= 3.28 I#2= 3.24 I#3= 0.00 I#4= 0.00 I#5= 0.001 I I 1 0=1210.8 1 I I 13.001 01 =1210.8 02 =1199.3 03 = 0.0'04 = 0.0 05 = 0.01 -I -I 1 1 I 11 1 -1-1-1-1-1-1-1 1 1 1 1 I I 1 I - I -I I -I -I 11210.81.020010 = 96.'129.21 1501 .11 1n=.0130 Dn= 6.2 1 I I I - 1 -1 .I -I -I I I I I 100.001 1 1 425.113.241 1 11210.81 1 1 1 1 1 17.41 Stream Summary II I - -I 1 -I -I 1 1 1 I -I -I -I I II I I I 1 1 1 1 I 1 I I I I I I 1 I I I I I 1 1 1 1 I I I I I I 1 I I I I I I I 1 1 1 1 I I I I I I I I I I I 1 1 I 1 1 1 1 I I I I I 1 I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I t I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 11 I *DEVELOPMENT TYPES:I=COM,2=APT,3 N, 40:OND0 ,5=SF(1 /4- AC),6=SF(1 /2-AC) SOIL TYPES:1 A,2 =8,3 C,4=D,* 1 1 * 7= SF (1- AC),8=SF(2.5- AC),9=NDEV(POOR COV),10=UNDEV(FAIR COV),11=JNDEV(GOOD COV) 0,5=SPECIFIED COEFFICIENT* 1 1 P• • D (/13 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL 1(((((((((((((((((((( l 0)))))) ) } }) } } } })))))))) }) }) }))}}}}) } }} (C) Copyright 1982 Advanced Engineering Software IAES] Especially prepared for: r "` J.P. KAPP & ASSOCIATES, INC. ((((((((((((((((((l((((l((((((((((((( 0)>)) )))))) )))))))))) >) ))))))))))))))) **********DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'TOTAL AREA SYSTEM DEVELOPED' * * 25 YEAR STORM INTO SAN SEVAINE BASIN * • * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH /HOUR) = 1.3716 SLOPE OF INTENSITY DURATION CURVE _ .7000 SBC HYDROLOGY MANUAL 'C "-VALUES USED (((( C((( ((((((((((((((((((((((((l((((0) »)> ) ))))) >))))) >))))))))))))))) }))) Advanced Engineering Software GAES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 ((((((((((((((((((((((((((((((t(((((0))))))))) >) »)) >))))))))))) »))))» » FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2340.00 ELEVATION DIFFERENCE = 300.00 TC = .533 *(( 700.00**3)/( 300.00)]**.2 = 8.670 2, . 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.313 i SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7316 SUBAREA RUNOFF(CFS) = 30.32 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 30.32 *****f*Ff f ****** t t#***4*** *********** ***f **f*ft *****1 **** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 STREET LENGTH(FEET) = 1000.00 CURB IEI6TH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 48.26 STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 14.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.53 PRODUCT OF DEPTHLVELOCITY = 4.72 STREETFLOW TRAVELTIME(MIN) = 1.58 TC(MIN) = 10.25 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.724 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7302 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 36.22 SUMMED AREA(ACRES) = 18.30 TOTAL RUNOFF(CFS) = 66.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 17.50 FLOW VELOCITY(FEET /SEC.) = 10.23 DEPTH*VELOCITY = 5.20 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 "` STREET LEN6TH(FEET) = 1300.00 CURB IEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 85.87 ***STREET FLOWING FULL*** STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 10.85 PRODUCT OF DEPTHBVELOCITY = 5.94 STREETFLOW TRAVELTIME(MIN) = 2.00 TC(MIN) = 12.25 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.171 SOIL CLASSIFICATION IS 'A" SINGLE- FAMILY (2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7143 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 38.43 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 104.97 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 12.18 DEPTH*VELOCITY = 6.91 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 > ))>) ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.171 7 SOIL CLASSIFICATION IS 'A' 'J � 3 r SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7143 UU SUBAREA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 78.65 TOTAL AREA(ACRES) = 57.60 TOTAL RUNOFF(CFS) = 183.62 TC(MIN) = 12.25 44** *** *fit* *t*t+ ttt**** t **t**tf *H *f *4 r 4* tt FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ) ))) >USINB COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE I5 25.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 36.7 UPSTREAM NODE ELEVATION = 2110.00 DOWNSTREAM NODE ELEVATION = 1900.00 FLOWLENSTH(FEET) = 1600.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 183.62 TRAVEL TIME(MIN.) = .73 TC(MIN.) = 12.98 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 ))>)) ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.006 SOIL CLASSIFICATION IS 'A' 5IN6LE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7715 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 109.10 TOTAL AREA(ACRES) = 92.90 TOTAL RUNOFF(CFS) = 292.72 TC(MIN) = 12.98 111.ttttt14ttt FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )) )))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)(lll( DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.5 INCHES "°' PIPEFLOW VELOCITY(FEET /SEC.) = 35.6 UPSTREAM NODE ELEVATION= 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 FLOWLEN6TH(FEET) = 1400.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 292.72 TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 13.63 Py FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.870 SOIL CLASSIFICATION IS "A' SIDE- FPMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7687 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 62.48 TOTAL AREA(ACRES) = 113.90 TOTAL RUNOFF(CFS) = 355.21 TC(MIN) = 13.63 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 Z } })} }COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( } }} })USING CMPUTER -ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 32.7 1 UPSTREAM NODE ELEVATION = 1775.00 DOWNSTREAM NODE ELEVATION = 1715.00 FLOWLEN6TH(FEET) = 950.00 MANNINBS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 355.21 TRAVEL TIME(MIN.) = .48 TC(MIN.) = 14.12 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 I5 CODE = 3 )) }))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))U5IN6 COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IM 51.0 INCH PIPE IS 39.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.3 UPSTREAM NODE ELEVATION = 1715.00 DOWNSTREAM NODE ELEVATION = 1680.00 FLOWLEN6TH(FEET) = 700.00 MANNIN6S N = .013 ESTIMATED PIPE DIAIETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBARER(CFS) = 355.21 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 14.50 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 )))) }ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.707 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7652 SUBAREA RREAIACRES) = 47.20 SUBAREA RUNOFF(CFS) = 133.86 TOTAL AREA(ACRES) = 161.10 TOTAL RUNOFF(CFS) = 489.07 TC(MIN) = 14.50 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USIN6 COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 63.0 INCH PIPE I5 46.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.3 UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM NODE ELEVATION = 1640.00 FLOWLEN6TH(FEET) = 1200.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 489.07 . TRAVEL TIME(MIN.) _ .71 TC(MIN.) = 15.21 n nu nanrrec corm nxmr a M rn Nnnr A_ AA TS C(1fE = A )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.585 !i C • SOIL CLASSIFICATION IS "A' (J SIN6LE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7096 SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 31.29 TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 520.36 TC(MIN) = 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOP((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.585 SOIL CLASSIFICATION IS "A' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8325 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 29.85 TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 550.21 TC(MIN) = 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(IN H /HOUR) = 3.585 SU :: ASSIFICATIIt) IS "A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6746 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 26.60 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 576.81 TC(MIN) = 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRAVELTIMIE THRU SUBAREA((!(( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.7 UPSTREAM NODE ELEVATION = 16 DOWNSTREAM NODE ELEVATION = 1595.00 FLQWLENSTH(FEET) = 800.00 MANNIN5S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 576.81 TRAVEL TIME(MIN.) = .37 TC(MIN.) = 15.58 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 8 )l )))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.525 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7875 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 30.54 TOTAL AREA(ACRES) = 205.40 TOTAL RUNOFF(CFS) = 607.35 TC(MIN) = 15.58 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 ) !)))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( !i /t' " )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( V DEPTH OF FLOW IN 60.0 INCH PIPE I5 47.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 36.5 UPSTREAM NODE ELEVATION = 1595.00 DOWNSTREAM NODE ELEVATION = 1560.00 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 607.35 . TRAVEL TIME(MIN.) = .27 TC(MIN.) = 15.85 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.482 SOIL CLASSIFICATION I5 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7597 SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 57.40 TOTAL AREA(ACRES) = 227.10 TOTAL RUNOFF(CFS) = 664.75 TC(MIN) = 15.85 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 ) ))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( •, fl 25.00 YEAR RAINFALL INTENSITY(INCH /HOJR) = 3.482 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6694 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 15.38 TOTAL AREA(ACRES) = 233.70 TOTAL RUNOFF(CFS) = 680.13 TC(MIN) = 15.85 ,.w FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )) >))1- ]MPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 27.1 UPSTREAM NODE ELEVATION = 1560.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENSTH(FEET) = 1000.00 NANNINES N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 680.13 TRAVEL TIME(MIN.) = .62 TC(MIN.) = 16.47 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 44,4 TIME OF CONCENTRATION(MINUfES) = 16.47 RAINFALL INTENSITY (INCH. /)OUR) = 3.39 TOTAL STREAM AREA (ACRES) = 233.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 680.13 ?rr• D 7/, FLOW PROCESS FROM NODE 101.00 TO NODE 14.00 IS CODE = 2 ) >)))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1 /2 ACRE) TC = K*C(LENGTH**3) /(ELEVATION CHRNGE)I**.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1700.00 DOWNSTREAM ELEVATION = 1612.00 ELEVATION DIFFERENCE = 88.00 TC = .422*(( 1000.00**3) /( 88.00)]**.2 = 10.877 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.533 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7667 SUBAREA RUNOFF(CFS) = 48.66 TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 48.66 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.533 SOIL CLASSIFICATION IS 'A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8014 SUi;:.REA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 55.22 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 103.88 TC(MIN) = 10.88 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET.) = 24.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CF5) = 103.88 404 STREET FLOWDEPTH(FEET) = .60 HALFSTREET FL00DWIDTH(FEET) = 22.28 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.08 PRODUCT OF DEPTH &VELOCITY = 6.09 STREETFLOW TRAVELTIME(MIN) = 1.16 TC(MIN) = 12.03 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.223 SOIL CLASSIFICATION I5 'B' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7987 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 SUMMED AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 103.88 END! OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOODWIDTH(FEET) = 22.28 FLOW VELOCITY(FEET /SEC.) = 10.08 DEPTH*VELOCITY = 6.09 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 );>))ADDITION OF SUBAREA 10 MAINLINE PEW, FLOW((ltt 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.223 SOIL CLASSIFICATION IS "A" ..SIN6LE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7755 2 � . / 3 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 -TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 103.88 TC(MIN) = 12.03 F* ** * ** * * * * *f * * ** * ** * **** * ** * *** ****ff f f ****4f ff f*****ffffffCHHI*ff #tff CHF „FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 ) ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.223 SOIL CLASSIFICATION I3 "A" * SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7755 „SUBAREA AREA(ACRES) = 38.30 SUBAREA RUNOFF(CFS) = 125.44 TOTAL AREA(ACRES) = 67.50 TOTAL RUNOFF(CFS) = 229.31 TC(MIN) = 12.03 t** ****tf*******************i F*****f *, T******** *1ff*f*ft*f*3#fff1Fff#fffffffff 'FLD. PROCESS FROM NODE 15.00 TO NODE 16.00 I5 CODE = 3 .;;;;COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ;);))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( "' DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 26.4 'UPSTREAM NODE ELEVATION = 1612.00 ,„,DOWNSTREAM NODE ELEVATION = 1580.00 FLOWLENOTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOYi TRU 3UBAREA(CFS) _ 229.31 TRAVEL TIME(MIN.) = .44 TC(MIN.) = 12.48 ** ** *f * **fff * ****f** * * *ff * *f ***** F***** f*** f * *f* * *f **ff * *f *f*** *f *ff*** * *ff FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 );)>iADDITION OF SUBAREA TO MAINLINE PEAK FLOW'((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.118 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7736 SUBAREA AREA(ACRES) = 30.80 SUBAREA RUNOFF(CFS) = 98.12 - TOTAL AREA(ACRES) = 98.30 TOTAL RUNOFF(CFS) = 327.43 TC(MIN) = 12.48 .**ff******** f********* ff************ f** fff* ff *fffffffffffffffff***fff****f* de FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( flw - DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 24.1 UPSTREAM NODE ELEVATION _ 1580.00 DOWNSTREAM NODE ELEVATION = 1558.00 FLOWLENSTH(FEET) = 750.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 327.43 TRAVEL TIME(MIN.) = .52 TC(MIN.) = 12.99 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 ZS 1 q /3 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.002 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = . 8343 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 17.70 TOTAL AREA(ACRES) = 103.60 TOTAL RUNOFF(CFS) = 345.13 TC(MIN) = 12.99 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLDW TR VA ELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 57.0 INCH PIPE I5 46.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 22.2 UPSTREAM NODE ELEVATION = 1558.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENSTH(FEET) = 950.00 MANNINGS N = . 013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 345.13 TRAVEL TIME(MIN.) = . 71 TC(MIN.) = 13.71 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ) ))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS COPFL(ENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 13.71 RAINFALL INTENSITY (INCH. /HOUR) = 3.86 TOTAL STREAM AREA (ACRES) = 103.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 345.13 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 680.13 16.47 3.391 2 ' 345.13 13.71 3.856 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 983.64 911.17 ow COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNDFF(CFS) = 983.64 TIME(MINUTES) = 16.469 TOTAL AREA(ACRES) = 337.30 FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 1 ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.47 KHINFALL I N I L N W I Y UM = J. J7 TOTAL STREAM AREA (ACRES) = 337.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 983.64 sc7-, D /0/, ******4 HF111-1-1HHHHHHHHHAHHHHHHIAHHHHHE 11+11-11+114114* FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINSLE FAMILY (1/4 ACRE) TC = K }[(LENGTH }3) /(ELEVATION CHANSE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 900.00 UPSTREAM ELEVATION = 1545.00 DOWNSTREAM ELEVATION = 1535.00 ELEVATION DIFFERENCE = 10.00 TC = .393 *(( 900.001+3) /( 10.00)] **.2 = 14.672 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.676 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7644 SUBAREA RUNOFF(CFS) = 58.17 TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 58.17 FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1545.00 DOWNSTREAM NODE ELEVATION = 1535.00 FLOWLENGTH(FEET) = 900.00 MANNIN8S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THOU SUBAREA(CFS) = 58.17 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 16.02 *** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.02 RAINFALL INTENSITY (INCH. /HOUR) = 3.46 TOTAL STREAM AREA (ACRES) = 20.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 58.17 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 983.64 16.47 3.391 2 58.17 16.02 3.457 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLLENCED RUNOFF VALUES ARE AS FOLLOWS: 1040.70 1015.08 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1040.70 TIME(MINUTES) = 16.469 I U I HL HntH t ellAC I= .idtl. V V FLOW PROCESS FROM NODE 111.00 TO NODE 12.00 IS CODE = 3 /// 3 ))) ))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 90.0 INCH PIPE IS 70.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.0 - UPSTREAM NODE ELEVATION = 1535.00 DOWNSTREAM NODE ELEVATION = 1519.00 FLOWLENGTH(FEET) = 800.00 MANN1NGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1040.70 • TRAVEL TIME (MIN.) = .48 TC(MIN.) = 16.95 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.324 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7554 SUBAREA AREA(ACRES) = 45.90 SUBAREA RUNOFF(CFS) = 115.23 TOTAL AREA(ACRES) = 403.90 TOTAL RUNOFF(CFS) = 1155.93 TC(MIN) = 16.95 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))))) USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 87.0 INCH PIPE IS 70.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 32.4 UPSTREAM NODE ELEVATION = 1519.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENBTH(FEET) = 680.00 MANNINSS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1155.93 TRAVEL TIMME(MIN.) = .35 TC(MIN.) = 17.30 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 PRE: TIME OF CONCENTRATION(MINUTES) = 17.30 RAINFALL INTENSITY (INCH. /HOUR) = 3.28 ry TOTAL STREAM AREA (ACRES) = 403.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1155.93 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 ) ))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACNE) TC = K *((LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 1500.00 UPSTREAM ELEVATION = 1550.00 I / DOWNSTREAM ELEVATION = 1520.00 / // ELEVATION DIFFERENCE = 30.00 TC = .393*(( 1500.00**3)/( 30.00)]**.2 = 16.002 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.460 SOIL CLASSIFICATION IS "A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7591 SUBAREA RUNOFF(CFS) = 55.67 TOTAL AREA(ACRES) = 21.20 TOTAL RUNOFF(CFS) = 55.67 *************t********** FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))))) USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.8 UPSTREAM NODE ELEVATION = 1520.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIP:. _OW THRU SUBAREA(CFS) = 55.67 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 17.56 *.:****************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS COPFLLENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.56 RAINFALL INTENSITY (INCH. /HOUR) = 3.24 TOTAL STREAM AREA (ACRES) = 21.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 55.67 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1155.93 17.30 3.276 2 55.67 17.56 3.241 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1210.75 1199.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1210.75 TIME(MINUTES) = 17.295 TOTAL AREA(ACRES) = 425.10 **z :: FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 )))))CUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMWUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 96.0 INCH PIPE IS 73.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 29.2 UPSTREAM NODE ELEVATION = 1500.00 DOWNSTREAM NODE ELEVATION = 1497.00 FLMLEN6TH(FEET) = 150.00 MANNIN6S N = .013 2 clot, • D . / ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 < 7 3 PIPEFLOW THRU SUBAREA(CFS) = 1210.75 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 17.38 END OF RATIONAL METHOD ANALYSIS J.P. KAPP & ASSOCIATES, INC. •+oe "�'��� S 1,L1,C 15892 Pasadena Avenue SHEET NO OF ..?" 7 TUSTIN, CAUFORNW 92680 _ .7� / /� (714) 730.5757 CALCULATED er DATE 1 CHECKED BY DATE SCALE (zGd 95Ac. . ' 4\ - .. . . . • .. . .. , ............. ..,,,, ......... . .. . F L 32*ac • is N — V. . /, I* offr Ci. . SU $.4 NI1T (/ 5JQ7 a 46 S v ktfi PI s ' I_ • I "s 2oao' I J.P. KAPP & ASSOCIATES, INC. JOB 1 ' W e 15892 Pasadena Avenue SHEET NO Z OF f 7 TUSTIN, CALIFORNIA 92680 7i /24 l ( 714) 730,57557 CALCULATED BY ��� DATE l / CHECKED BY OATE / Z SCALE 1 / -r ...... ro / i .., . , 1 ,L. LI: / P. / (0 1 1• 7 of , Ile SD SO1.4r.11-7. AO 1 0o Yom¢ @ 1 1++z.. ( IsbNYCTaria) — / A'I /. • I• .1 1 s U 1\ _ $CJ..Lc 1 6 sa 2000 1 J.P. KAPP & ASSOCIATES, INC. JOe - 1VJ7 s Pio 15892 Pasadena Avenue SHEET HO. r 3 OF f 7 TUSTIN, CALIFORNIA 92680 l. 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KAPP & ASSOCIATES, INC. 15892 Pasadena Avenue SHEET NO. 7 OF 7 TUSTIN, CALIFORNIA 92680 / 1.•� '1/ f/8 (714) 730-5757 CALCULATED BY / DATE CHECKED 8Y DATE SCALE it s -� (CDper% 1 -, 14 CC" $) z 4-1 PROW\ F . E - cock. , j E -21 ) = O. Co(, `�/ , • CA4.4. . Low r'ZVNoCrc — i 0 -1 0. I _ 000/ _ i O) = p•59 � o . T;' SrA L -117 p LA,� Rk S t0 • Cia CO,%►K• lIw1,11)4c e--,,e v .r• F t� . {� - (.0� -- ( �' s d ICJ � � . 74 . • t2- • -7 WV 1 O", t v c Sr:' L T$ • �= Ci b0- .9e�,�� U lh� : '74'( 1-07) — C. s )) o. " /-44. c . Logy...) [�) 4 7 4 , A - L 12L 4v) s = C /baa1Z) —/ av 6.$),- 32. C, ) z s 6 6 • CUT PAPER ALONG OUTSIDE BORDER -LINE _1 V II 11 II II 11 11 II II it II I I STUDY NAME: "T07**1. AlttA ,507113k " z P137) I CALCULATED BY: l"" 1 1 I I I CHECKED BY: 1 1 I 1 100.0 YEAR STORM 1 -HOUR RAINFALL(inc)r)= 1.70;INTENSITY SLOPE = .700 1 PAGE NUMBER / OF 3 1 I II [ADVANCED ENGINEERING SOFTWAR 11 I I CONCENTRATIONISOILIDEV.I AREA II IC 10 1 0 ISLOPEISECTIONI V IPATHI T 1 Tc 1 HYDRAULICS 1 I 1 1 POINT NUMBERITYPEITYPEI(ACRES)lin /hl 1(SUB)I TOTALIft /ftl Ifps.I ft.Imin.l min.l AND NOTES 1 1 I I 1 -1 -1 1111 I I 1 -1 -I -1 I 1 I I I I -1 III I I I I - 1 - I - 1 1 1 I 1.42861 I 1 7001 8.71 (INITIAL SUBAREA 1 I I 1.001 1 1 9 1 7.816.581.7541 38.71 1 I I -I -I -I 8.71 1 I 1 1 1 - 1 - 1 -------I ----I -I I 38.71.12001 street111.8110001 1.61 I*Qavg= 62.1cfsl 1 I 1 36.ft STREET( 1 1 I I I I I I 1 1 1 I IDn= .49 W= 16.51 I I flow to PT. #I 1 1 1 I 1 I 1 1 1 1 1 1 IX-fall= .020001 1 I I 2.001 1 1 8 1 10.515.861.7531 46.41 1 1 I -I ----I ----I 10.21 1 1 I I i -I -I I -I -I I 85.11.08461 street113.5113001 1.81 I*Qavg= 110.3cfsl 1 I 1 36.ft STREETI 1 1 1 I I I 1 I 1 1 1 1 IDn= .59 W= 18.01 I I flow to PT. #I 1 1 I 1 I I I 1 1 1 1 1 1X-fall= .020001 1 11 3.001 1 1 8 1 12.915.221.7421 50.01 I 1 I -I -I -1 12.11 1 I I 4.001 1 1 8 1 26.415.221.7421102.31 I I I -I -I -I 12.11 1 1 11 1 - - 1 -I -1 1237.41.13121D= 36.'139.0116001 .71 In =.0130 Dn= 2.41 1 11 5.001 1 1 5 1 35.315.031.7871139.71 I 1 I -I -I -I 12.81 1 I I -I -I 1 377.11.089310= 48.'138.5114001 .61 In =.0130 Dn= 2.91 1 I I 6.001 1 1 5 1 21.014.871.7851 80.31 1 1 1 -I----I ----I 13.41 1 1 I I 1 -1 -1 I -I -I 1457.41.0632ID= 54.'135.31 9501 .41 1n =.0130 Dn= 3.41 1 I I 1 -1 -1 I -1- I 1 457.41.05001D= 57.'132.41 7001 .41 In =.0130 Dn= 3.51 1 I I 8.001 1 1 5 1 47.214.671.7831172.51 I 1 I -I -1 -I 14.21 1 I I I - 1 -I -I 1 -I -I 1 629.91.03331D= 69.'130.1112001 .71 In =.0130 Dn= 4.31 1 I I 9.001 1 1 7 1 12.314.521.7391 41.11 1 1 1-1 -1 -1 14.81 1 I I 9.001 1 1 1 1 10.014.521.8361 37.81 1 I I -I -I -I 14.81 1 I I • 9.001 1 1 9 1 11.014.521.7111 35.41 I 1 I -I -I -I 14.81 1 I I I 1 -I- I 1 -I- I 1 744.21.056210= 66.'138.11 8001 .41 In =.0130 Dn= 4.21 1 1 l 10.001 1 1 4 1 11.014.451.8011 39.21 I 1 1 -I -I -I 15.21 1 1 1 1 1 - - I -I -I 1 783.41.058310= 66.'138.91 6001 .31 In =.0130 Dn= 4.31 1 I I 11.001 1 I 5 1 21.714.401.7781 74.31 I 1 1-1-1 -1 15.41 1 I 1 l 11.001 1 I 9 1 6.614.401.7071 20.51 I I I -I -I -I 15.41 1 1 I I I -1 -I I -I -I 1 878.21.024010= 81.'128.6110001 .61 In =.0130 Dn= 5.41 1 II I -1 I - I - 1 I I I I -I - 1 - 1 1 - I I 11.001 I 1 233.714.281 I 1 878.21 I 1 I I 1 16.01 Stream Summary! 1 II 1 -I III I I 1 1111 1I I I I -I -1 I ----I ----I I 1.08801 1 11000110.91 IINITIAL SUBAREAI 1 I I 14.001 1 1 6 I 14.015.621.7831 61.61 I I I -I- I -I 10.91 1 1 I I 15.001 1 I 4 I 15.215.621.8111 69.21 I 1 1 -1 -I -I 10.91 1 1 I1 I1 I *DEVELOPMENT TYPES:1COM, 2 3 q1, 4 IDO, 5 (1 /4 -AC), 60SF (1 /2-AC) SOIL TYPES: 1 ), 2 =B, 3 C, 4=D, * 1 I *7 =SI;: 3F(2.5- AC),9= IJNDEV(POOR COV),10=t 1DEV(FAIR COV),11=UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* 1 � ii CUT PAPER ALONG OUTSIDE BORDER -LINE V 1 1 1 1 II 11 11 II I1 II 11 11 11 II I I STUDY NAME: "T074.c,. n 3r S7'r► " V ' '?) I CALCULATED BY: ;g ` 1 I I I I CHECKED BY: 1 1 1 1 100.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.70;INTENSITY SLOPE _ .700 I PAGE NUMBER z OF '3 1 I II [ADVANCED ENGINEERING SOFTWARE] 11 I I CONCENTRATIONISOILIDEV.I AREA I I I C 10 I O ISLOPEISECTIONI V IPATHI T 1 Tc 1 HYDRAULICS 1 1 I I POINT NUMBERITYPEITYPEI(ACRES)Iin /hI I(SUB)I TOTALIft /ftl Ifps.l ft.Imin.l min.I AND NOTES 1 I II I -I -I 1 - 1 - 1 11 I 1 - 1 - 1 - 1 I II I I 1 -I -I I -I -I 1 130.81.07141 street110.61 7001 1.11 I*Gavg= 130.8cfsl 1 I 1 48.ft STREETI I I I I I I I I I I I 1 IDn= .65 W= 24.01 I I flow to PT. #I 1 1 I I I I I 1 1 1 1 1 IX-fall= .020001 1 I I 15.001 2 1 5 1 0.015.251.8091 0.01 I I I -I -I -I 12.01 1 I I 15.001 1 1 5 I 0.015.251.7901 0.01 1 1 1 -1 -I -1 12.01 1 I I I 16.001 1 1 5 I 38.315.251.7901158.91 I 1 1-1 -1-1 12.01 1 1 I 1 I - I -1 I -I -I 1289.71.0457ID= 48.'127.81 7001 .41 In =.0130 Dn= 3.11 1 I I 17.001 1 I 5 1 30.815.131.7891124.51 1 I I -I -I -I 12.41 1 I I I I - 1 -1 I -I -I 1414.21.02931D= 60.'125.81 7501 .51 In =.0130 Dn= 3.81 1 I I 11.001 1 I 1 I 5.314.991.8371 22.11 I 1 I -I -I -I 12.91 1 1 1 I I - 1 -1 I ----I ----I 1436.41.02321D= 63.'123.81 9501 .71 In =.0130 Dn= 4.21 1 II I - I -I 1111 I I 11111 1 I I CONFLUENCE 1 TC #1= 16.0 TC#2= 13.6 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 1 I LARGEST I 1 0#1= 878.2 012= 436.4 0#3= 0.0 0#4= 0.0 0#5= 0.01 I I 1 CONFLUENCE I 11 FOR POINT# 1 I #1= 4.28 I#2= 4.82 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 1 I 0 1266.3 1 1 I 1 11.001 01 = 1266.3 02 = 1179.3 03 = 0.0 04 = 0.0 05 = 0.0I -I- I I 1 11 I - - 1 I -I -I I I I _______1 ____1 1 1 1 1 1 it I - - I - I - 1 I I. 1 1 - I - I - 1 I 1I I I 111.001 1 1 337.314.281 I 11266.31 1 1 1 1 1 16.01 Stream Summary! 1 I I I - I - I 1.111 1 I 11111 1 1 1 1 I -I -1 I -I -I 1 1.01111 I 1 900114.71 (INITIAL SUBAREA( 1 I I 111.001 1 1 5 1 20.714.561.7811 73.71 I I I - 1 - 1 14.71 1 I I I I - 1 -1 I -I -I I 73.71.01111D= 39.'111.81 9001 1.31 In =.0130 Dn= 2.31 1 • II I -I -i I - 1 - 1 1 I 1 I - I - I - 1 I 1 I I CONFLUENCE 1 TC #1= 16.0 TC#2= 15.9 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I 1 LARGEST 1 1 I I ANALYSIS 1 0#1= 1266.3 0#2= 73.7 013= 0.0 0#4= 0.0 0#5= 0.01 I I 1 CONFLUENCE 1 1 I I FOR POINT# 1 I #1= 4.28 I#2= 4.30 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I 1 0=1339.8 I 1 I 111.001 01 =1339.8 02 = 1334.4 03 = 0.0 04 = 0.0 05 = 0.0I -I -I I 1 1 00 1 1 I -I -I I -1 -I 1 1 1 1 -1 1 1 1 1 1 I I I - - I -I-- -I 11339.81.02001D= 102.'130.21 8001 .41 In=.0130 Dn= 6.21 1 1 l 13.001 1 1 5 1 45.914.201.7751149.61 1 1 I -I -I -I 16.51 1 1 I 1 1 - - 1 -I -i 11489.31.02791D= 96.'134.61 6801 .31 In=.0130 Dn= 6.41 1 II 1 - I - I 1 - 1 - 1 1 1 1 I - 1 - I - 1 I 1 I I 13.001 1 1 403.914.151 I 11489.31 I I 1 I 1 16.81 Stream Summary) 1 I I 1 I 1 I 1 I I I I 1 I 1 I 1 1 II 1 1 I *DEVELOPMENT TYPES: 1=COM, 2=APT, 3=MH, 4=COND0, 5=SF (1 /4-AC) , 6 (1 /2-AC) SOIL TYPES: 1 A, 2=B, 3 C, 4=D, * 1 I * 7= SF( 1- AC),8=SF(2.5- AC),9=UNDEV(POOR COV),10=UNDEV(FAIR COV),11=UNDEV(GOOD COV) 0,5- SPECIFIED COEFFICIENT* 1 4 1 1 CUT PAPER ALONG OUTSIDE BORDER -LINE 1 V II 11 II 11 11 11 11 II E1 11 I 1 STUDY NAME: "7b74c.. 4131.71 ,. $ rarNi 'r Ie14VaZersrs' 1 CALCULATED BY: I I I CHECKED BY: 1 1 I 1 100.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.70;INTENSITY SLOPE _ .700 I PAGE NUMBER 3 OF 3 1 I 11 [ADVANCED ENGINEERING SOFTWARE( 11 I I CONCENTRATIONISOILIDEV.1 AREA II IC 1 0 I 0 ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 I I I POINT NUMBERITYPEITYPEI(ACRES)lin /hl l(SUB)1 TOTALIft /ftl Ifps.I ft. Imin.l min.I AND NOTES 1 1 I I I - 1 -1 1 - 1 - 1 11 I 11111 1I 11 I - I -I 1111 I 1 11111 1I 11 1 - - I ----I ----I I 1.02001 I 11500116.01 (INITIAL SUBAREA 1 I I 26.001 1 I 5 1 21.214.291.7771 70.61 I 1 I -I -I -I 16.01 1 1 I I I - 1 -1 I -I -I I 70.61.01671D= 36.'113.6112001 1.51 In =.0130 Dn= 2.1 1 I I I - I -1 III 11 I 1 - 1 - 1 - 1 1 1 I I 1 CONFLUENCE 1 TC #1= 16.8 TC#2= 17.5 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I 1 LARGEST 1 1 1 ANALYSIS 1 0#1= 1489.3 0#2= 70.6 0 #3= 0.0 0#4= 0.0 05= 0.01 I I 1 CONFLUENCE 1 I 1 FOR POINT# 1 I #1= 4.15 I#2= 4.03 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 I 1 0=1557.2 1 I I I 13.001 01 = 1557.2 02 = 1518.8 03 = 0.0 04 = 0.0 05 = 0.0I -I -I I 1 I II 1 - I -1 I -I -I 1 I 1 1 -I I I 1 11 I I 1 - 1-1 1 -I -1 11557.21.020010=108.'131.31 1501 .11 1n =.0130 Dn= 6.6 1 II I - - I -I I I I I -I -I -I I 11 I I 100.001 I 1 425.114.031 1 11557.21 1 1 1 1 1 16.91 Stream Summary 1 II I - I -I I -I -I I I I i -I -I -1 I 11 I I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I I I I I 1 I I I I I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 11 I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I I I I I 1 I I I I I I I I I 1 1 1 I I I I 1 I I I I I I 1 I I I 1 1 1 I I I 1 I I I I I I I 1 1 I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I I I I I I I I I I 1 I 1 1 1 I I I I I I I I I I I I I I I 1 1 1 1 l I I I I I I I I I I I I I 1 1 1 I I 1 I I I 1 1 1 1 1 1 1 I 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 l 1 I ( I ( I I I I I I 1 I 1 1 1 I I I I I 1 I 1 ( I I I I I I 1 1 1 I I I I ( I 1 1 1 1 1 1 1 I I 1 1 1 I I I I I I 1 1 1 1 1 1 I I 1 1 1 1 11 11 I *DEVELOPMENT TYPES: ICON,2- 1PT,3=43,4 COND0,5=SF(1 /4- AC),6=SF(1 /2-AC) SOIL TYPES: 1 A,2 =B,3 C,4=0,* 1 1 * 7= SF( 1- AC),8=SF(2.5- AC),9=UNDEV(POOR COV),10=ltNDEV(FAIR COV),11=UNDEV(000D COV) 0,5=SPECIFIED COEFFICIENT* 1 i 1 1 1 / /. = - i6 -1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL (( ll((((((((( ((((((((((((((((((((((((0)))))) )))))))))))))1)))))))11))))1))) (C) Copyright 1982 Advanced Engineering Software DIES) Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ((((((( (((l((((((((((((((((((((((((((O )111)) ))1)))))1)1)))))))1)))))))))))) **DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'TOTAL AREA SYSTEM INTO SAN SEVAINE BASIN' f * 100 YEAR STORM 'DEVELOPED` * } USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MIMJTE INTENSITY(INCH/HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.7000 SLOPE OF INTENSITY DURATION CURVE = .7000 SEC HYDROLOGY MANUAL 'C' -VALUES USED (((((((((((((((((c((l( c(c(((((((((((c 0)))))) )))))))))))))))))))))))))))11)) Advanced Engineering Software [AES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 (((c(( ((((( (((((((((((cc(((((((((((0)))))) ))))))1))))1)))))))11))))))))1) • FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM • 06 DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*C (LENBTH*,3) / (ELEVATION (MANGE) ] e*.2 INITIAL SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2340.00 ci CUOTTrw nTFFFtiFNIT = Zt10_ AA TC = .533*E( 700.00**3)/( 300.00)7**.2 = 8.670 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.585 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7545 2 SUBAREA RUNOFF(CFS) = 38.75 TOTAL AREA(ACRES) = " 7.80 TOTAL RUNOFF(CFS) = 38.75 . /6---4 0 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 butt( LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMWL) is .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLDW(CFS) = 62.06 STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 16.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.66 PRODUCT OF DEPTH&VELOCITY = 5.20 STREETFLOW TRAVELTIME(MIN) = 1.56 TC(MIN) = 10.23 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.863 SOIL CLASSIFICATION IS 'A' SIN6l.E-FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7534 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 46.38 SUMMED AREA(ACRES) = 18.30 TOTAL RUNOFF(CFS) = 85.13 END OF SUBAREA STREETFLOW HYDRAU .ICS: DEPTH(FEET) = .53 HALFSTREET FLODDWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 11.81 DEPTHWELOCITY = 6.23 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 ))) ))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 110.26 ***STREET FLOWING FUl STREET FLOWDEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 11.83 PRODUCT OF DEPTH&VELOCITY = 6.94 STREETFLOW TRAVELTIME(MIN) = 1.83 TC(MIN) = 12.07 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.225 IFICATION IS 'A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7416 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 49.99 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 135.12 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 13.48 DEPTH*VELOCITY = 8.17 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.225 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7416 Z SUBAREA AREA(ACRES) = 26.40• SUBAREA RUNOFF(CFS) = 102.30 J TOIK r.'' •0 TOTAL RUNOFF(CFS) = 237.42 / 3 TC(MIN) = 12.07 / Cra- Y1 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 39.0 UPSTREAM NODE ELEVATION = 2110.00 DOWNSTREAM NODE ELEVATION = 1900.00 FLOWLENGTH(FEET) = 1600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 P1PU :; . =S) = 237.42 TRAVEL TIME(MIN.) = .68 TC(MIN.) = 12.75 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.027 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RLJ OFF COEFFICIENT = .7874 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 139.73 TOTAL AREA(ACRES) = 92.90 TOTAL RUNOFF(CFS) = 377.14 TC(MIN) = 12.75 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( 't. DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 38.5 UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 FLOWLENGTH(FEET) = 1400.00 NANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 377.14 TRAVEL TIME(MIN.) _ .61 TC(MIN.) = 13.36 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.866 SOIL CLASSIFICATION IS 'A' SINGLE - FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7854 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 80.26 TOTAL AREA(ACRES) = 113.90 TOTAL. RUNOFF(CFS) = 457.40 TC(MIN) = 13.36 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) )USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ((((( �� °�. � DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.0 INCHES V PIPEFLOW VELOCITY(FEET /SEC.) = 35.3 UPSTREAM NODE ELEVATION = 1775.00 DOWNSTREAM NODE ELEVATION = 1715.00 FLOWLENBTH(FEET) = 950.00 NANNINES N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 457.40 TRAVEL TIME(MIN.) = .45 TC(MIN.) = 13.80 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE 2 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 32.4 LPSTREAM NODE ELEVATION = 1715.00 DOWNSTREAM NODE ELEVATION = 1680.00 FLOWLEN6TH(FEET) = 700.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 457.40 TRAVEL TIME(MIN.) = .36 TC(MIN.) = 14.16 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.670 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7827 SUBAREA AREA(ACRES) = 47.20 SUBAREA RINIOFF(CFS) = 172.52 TOTAL AREA(ACRES) = 161.10 TOTAL RLNOFF(CFS) = 629.92 TC(MIN) = 14.16 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( 0. DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.1 LIFTS t ! : ' 1680.00 to DOWNSTREAM NODE ELEVATION = 1640.00 FLDWLENGTH(FEET) = 1200.00 NANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 .` PIPEFLOW THRU SUBAREA(CFS) = 629.92 TRAVEL TIME(MIN.) = .66 TC(MIN.) = 14.83 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.523 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 -ACRE LOT) RUNOFF COEFFICIENT = .7387 SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 41.10 . . . 3 / //;4 TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 671.01 / TC(MIN) = 14.83 f FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.523 SOIL CLASSIFICATION IS 'A' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8361 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 37.81 TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 708.83 TC(MIN) = 14.83 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 I5 CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.523 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7109 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 35.37 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 744.20 TC(MIN) = 14.83 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING OUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 38.1 UPSTREAM NODE ELEVATION = 1640.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLEN6TH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 744.20 TRAVEL TIME(MIN.) = .35 TC(NIN.) = 15.18 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.449 SCE i i JN I5 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8005 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 39.18 TOTAL AREA(ACRES) = 205.40 TOTAL RUNOFF(CFS) = 783.38 TC(MIN) = 15.18 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 38.9 / U ' L � UPSTREAM NODE ELEVATION = 1595.00 DOWNSTREAM NODE ELEVATION = 1560.00 FLOWLENGTH(FEET) = 600.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 783.38 TRAVEL TIME(MIN.) = .26 TC(MIN.) = 15.44 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.397 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7785 SOARER AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 74.29 TOTAL AREA(ACRES) = 227.10 TOTAL RUNOFF(CFS) = 857.66 TC(MIN) = 15.44 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.397 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7070 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 20.52 TOTAL AREA(ACRES) = 233.70 TOTAL RUNOFF(CFS) = 878.18 TC(MIN) = 15.44 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USIN6 COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 81.0 INCH PIPE IS 64.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.6 UPSTREAM NEE ELEVATION = 1560.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLO LENSTH(FEET) = 1000.00 MANNINGS N = .013 k�= ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 878.18 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 16.02 FLOW PROCESS FROM MODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLIENCE((((( CONFLUENCE VALES USED FOR INDEPENDENT STREAM 1 ARE: T1 NCENTRATION(MINUTES) = 16.02 RAINFALL INTENSITY (INCH. /HOUR) = 4.28 TOTAL. STREAM AREA (ACRES) = 233.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 878.18 FLOW PROCESS FROM NODE 101.00 TO NODE 14.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( f TT D 7/////3 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/2 ACRE) TC = K*[(LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1700.00 DOWNSTREAM ELEVATION = 1612.00 ELEVATION DIFFERENCE = 88.00 TC = .422*(( 1000.00**3) /( 88.00)]**.2 = 10.877 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.618 - SOIL CLASSIFICATION IS 'A' SIN6LE-FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7828 SUBAREA RUNOFF(CFS) = 61.57 TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 61.57 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.618 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8108 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 69.24 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 130.81 TC(MIN) = 10.88 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 f*TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 130.81 ***STREET FLOWING FULL*** STREET FLOWDEPTH(FEET) = .65 HALFSTREET FLOODWIDTH(FEET) = 24.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.58 PRODUCT OF DEPTH &VELOCITY = 6.85 STREETFLOW TRAVELTIME(MIN) = 1.10 TC(MIN) = 11.98 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.251 SOIL CLASSIFICATION IS 'B' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8087 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 SUMMED AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 130.81 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLDODWIDTH(FEET) = 24.00 FLOW VELOCITY(FEET /SEC.) = 10.58 DEPTH*VELOCITY = 6.85 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 ' -A4 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10U.00 Yb41( MH1NfHLL INItNSIMINW/HUUM) = SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7901 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 130.81 / � t✓ TC(MIN) = 11.98 ...n 1F FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.251 SOIL CLASSIFICATION I5 'A' SIDLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7901 SUBAREA AREA(ACRES) = 38.30 SUBAREA RUNOFF(CFS) = 158.90 TOTAL AREA(ACRES) = 67.50 TOTAL RUNOFF(CFS) = 289.71 TC(MIN) = 11.98 11441441144 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIIE THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( e DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 27.8 UP,; t r,• : )DE ELEVATION = 1612.00 DOWNSTREAM NODE ELEVATION = 1580.00 FLOWLENSTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 289.71 TRAVEL TIME(MIN.) _ .42 TC(NIN.) = 12.40 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.126 SOIL CLASSIFICATION IS 'A' SIDE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7886 SUBAREA AREA(ACRES) = 30.80 SUBAREA RUNOFF(CFS) = 124.51 TOTAL AREA(ACRES) = 98.30 TOTAL RUNOFF(CFS) = 414.21 TC(MIN) = 12.40 FLOW PROCESS FRON NODE 16.00 TO NODE 17.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.7 INCHES PIPEFLDW VELOCITY(FEET /SEC.) = 25.8 UPSTREAM NODE ELEVATION = 1580.00 DOWNSTREAM NODE ELEVATION = 1558.00 FLO LENSTH(FEET) = 750.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 414.21 TRAVEL TINE(MIN.) = .48 TC(MIN.) = 12.88 **f****** IHt }#t IHHHI ****iHt t *****4ti• *#•tilt #1NHHI* FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( r/ 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.990 / D SOIL CLASSIFICATION IS 'A' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8374 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 22.15 TOTAL AREA(ACRES) = 103.60 TOTAL RUNOFF(CFS) = 436.36 TC(MIN) = 12.88 **** FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 3 }))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USINB COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 23.8 UPS t is , VATION = 1558.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENSTH(FEET) = 950.00 MANNINl N = .013 ESTIMATED PIPE DIAIETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 436.36 TRAVEL TIME(MIN.) = .67 TC(MIN.) as 13.55 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )) >) >DESI6NATE INDEPENDENT STREAM FOR CONFLUENCE((((( )})))AND COMPUTE VARIOUS CO FLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CDNCENTRATION(MINUTES) = 13.55 RAINFALL INTENSITY (INCH. /HOUR) = 4.82 TOTAL STREAM AREA (ACRES) = 103.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 436.36 CONFLUENCE INFORMATION: STREAM RUNCFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 878.18 16.02 4.285 2 436.36 13.55 4.817 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUJENCED RUNOFF VALUES ARE AS FOLLOWS: 1266.34 1179.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1266.34 TIME(MINUTES) = 16.018 TOTAL AREA(ACRES) = 337.30 FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 1 )))))DESISNATE IMD)EPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.02 RAINFALL INTENSITY (INCH./HOUR) = 4.28 TOTAL STREAM AREA (ACRES) = 337.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1266.34 FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 IS CODE = 2 / J) 16 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( "'° ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW- LENGTH = 900.00 UPSTREAM ELEVATION = 1545.00 DU.. LEVATION = 1535.00 ELEVATION DIFFERENCE = 10.00 TC = .393 *(( 900.00**3)/( 10.00)]**.2 = 14.672 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.556 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7810 SUBAREA RUNOFF(CFS) = 73.66 TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 73.66 } FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.8 UPSTREAM NODE ELEVATION = 1545.00 DOWNSTREAM NODE ELEVATION = 1535.00 FLOWLENGTH(FEET) = 900.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 73.66 TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 15.95 FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.95 RAINFALL INTENSITY (INCH. /HOUR) = 4.30 TOTAL STREAM AREA (ACRES) = 20.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 73.66 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1266.34 16.02 4.285 2 73.66 15.95 4.298 RAINFALL INTENSITY AND TINE OF CONCENTRATION RATIO FUIr.,. _A(SBC) USED FOR 2 STREAMS. VARIOUS CONFLLENCED RUNOFF VALUES ARE AS FOLLOWS: 1339.76 1334.39 COMPUTED CONFLLENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1339.76 TIME(MINUTES) = 16.018 TOTAL AREA(ACRES) = 358.00 FLOW PROCESS FROM NODE 111.00 TO NODE 12.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( / 7 . D 7.3 )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 102.0 INCH PIPE IS 74.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.2 UPSTREAM NODE ELEVATION = 1535.00 DOWNSTREAM NODE ELEVATION = 1519.00 FLOWLEN6TH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1339.76 TRAVEL TIME(MIN.) _ .44 TC(MIN.) = 16.46 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 >)))) ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.204 SOIL CLASSIFICATION IS 'A• SIN6LE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7752 SUBAREA AREA(ACRES) = 45.90 SUBAREA RUNOFF(CFS) = 149.58 TOTAL AREA(ACRES) = 403.90 TOTAL RUNOFF(CFS) = 1489.35 TC(MIN) = 16.46 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 96.0 INCH PIPE IS 76.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 34.6 UPc REAM NODE ELEVATION = 1519.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLEN6TH(FEET) = 680.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1489.35 TRAVEL TIME(MIN.) = .33 TC(MIN.) = 16.79 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLIENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.79 RAINFALL INTENSITY (INCH. /HOUR) = 4.15 TOTAL STREAM AREA (ACRES) = 403.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1489.35 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = Kf[(LEN6TN **3) /(ELEVATION CHANGE)] **.2 INI I1 L SUWINtH h L:w-LFJOIN = iDUV. W UPSTREAM ELEVATION = 1550.00 DOWNSTREAM( ELEVATION = 1520.00 ELEVATION DIFFERENCE = 30.00 TC = .393 *(( 1500.00**3) / ( 30.00) 7.11.2 = 16.002 / 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.288 6 1� I SOIL CLASSIFICATION IS 'A' �� SINBL.E-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7767 SUBAREA RLH]FF(CFS) = 70.60 TOTAL AREA(ACRES) = 21.20 TOTAL RUOFF(CFS) = 70.60 FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) »USINB COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLDN)((tl( DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.8 INCHES • PIPEFLOW VELOCITY(FEET /SEC.) = 13.6 LPSTREAM NODE ELEVATION = 1520.00 D0I(STREAMI NUDE ELEVATION = 1500.00 FLOMLFI+STH (FEET) = 1200.00 MANIINES N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 N(ALBER OF PIPES = 1 PIPEFLOW THRU SUB3AtEA(CFS) = 70.60 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 17.47 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE UM (( ( )))))AND COMPUTE VARIOUS COMFLLFNCS STREAM VALl S((((( COMFLLENCF VALIES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.47 RAINFALL INTENSITY (IMCH./HOUR) = 4.03 TOTAL STREAM( AREA (ACRES) = 21.20 TOTAL STREAM RUNFF(CFS) AT CONFLUENCE = 70.60 CONFLUENCE INFORNATIOI: STREAM RUNOFF TIME INTENSITY - NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1489.35 16.79 4.146 2 70.60 17.47 4.032 • RAINFALL INTENSITY AND TIME OF CU ENTRATIUM RATIO FORMLA(SBC) USED FOR 2 STREAMS. VARIOUS CO FL ENCED RUNOFF VALLES ARE AS FOLLOWS: 1557.17 1518.77 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNCr f ; t 3) = 1557.17 TIME (MINUTES) = 16.788 TOTAL AREA(ACRES) = 425.10 FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NOM -PURE FLOW)((((( DEPTH OF FLOW IN 108.0 INCH PIPE IS 78.8 INCHES PIPEFLDII VELOCITY(FEET /SEC.) = 31.3 (PSTREAN NODE ELEVATION = 1500.00 DOWNSTREAM NODE ELEVATION( = 1497.00 FLOWLEN6TH(FEET) = 150.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 1) PIPEFLOW THRU SUBAREA(CFS) = 1557.17 ear. J/ /3 TRAVEL TIME(MIN.) = .08 TC(MIN.) = 16.87 / l END OF RATIONAL METHOD ANALYSIS ra • CUT PAPER ALONG OUTSIDE BORDER -LINE 1 _ I V +-+ 1 1 11 1 II 11 II 1 1 II 1 1 II 1 I I I STUDY NAME: ''Tor4L AR' v^VOIFVOLop 1 CALCULATED BY: 7 414- 1 1 1 1 CHECKED BY: 1 I 1 100.(' 1-HOUR RAINFALL(inch)= 1.70;INTENSITY SLOPE _ .700 I PAGE NUMBER / OF / I II [ADVANCED ENGINEERING SOFTWARE] I I I CONCENTRATIONISOILIDEV.I AREA 1 I I C I Q 1 0 ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 I I POINT NUMBERITYPEITYPEI(ACRES)Iin /ht I(SUB)I TQTALIft /ftl Ifps.l ft. l min. 1 min.I AND NOTES 1 1 II 1 -t -1 I -1 -I I I 1 1 -1 -I -I I I II 1 -1 -1 1 - i - 1 11 I 11111 1 I I 1 -1 -1 1 -1 -I 1 1.38751 1 1 800112.41 IINITIAL SUBAREA' 1 I I 2.001 1 1 10 1 10.415.121.7271 38.71 I 1 1 -1 -1-1 12.41 1 I I 1 -1 -1 I -I -I 1 38.71.121118 = 100.01 2.711900111.51 In =.0550 Dn= .11 1 I I 1 1 I 1 1 I 1 1 I 1 1 1 I 11= 2.0 Fr= 1.291 I I 3.001 1 1 9 1 22.413.231.6551 47.41 t 1 I -I -I -I 24.01 1 I I 1 -1 -1 1--I -I I 86.11.142918= 100.01 3.7114001 6.41 In =.0550 Dn= .21 1 I I I I 1 1 I 1 1 I 1 I 1 1 I 11= 2.OFr= 1.331 I I 4.001 1 1 9 1 26.412.741.6201 44.91 I 1 I -I -I -I 30.41 1 1 I I 1 -1 -1 1- I -1 1 131.01.107118= 100.01 4.0114001 5.91 -----1n=.0550 Dn= .31 1 I I I I t I I 1 I 1 I 1 I I 1 1Z= 2.0Fr= 1.221 I I • 5.001 1 1 9 1 45.712.421.5901 65.31 I 1 I -1 -I -I 36.21 1 1 I I 1 -1 -1 1 -t -I 1 196.21.061518= 100.01 4.0113001 5.41 1n =.0550 Dn= .51 1 I I I 1 1 I I I I 1 1 I I 1 I I Z= 2.0 Fr= 1.031 1 1 6.001 1 1 9 I 71.512.201.5641 88.61 I 1 I -I -I -I 41.61 1 I I 1 -1 -1 1 -1-1 1 284.81.075018= 100.01 5.0112001 4.01 1n =.0550 Dn= .61 1 I I I 1 1 I 1 I I 1 1 I 1 1 1 IZ= 2.0 Fr= 1.171 I I 7.001 1 1 9 1 88.712.061.5451 99.51 I I I -I -I -I 45.61 1 1 I t I -1 -1 I ----I ----I I 384.31.028618=100.01 4.1114001 5.71 1n =.0550 Dn= .91 1 I I 1 1 I I I 1 I I I I I I I 11= 2.OFr= .761 I I 8.001 1 1 9 I 87.711.901.5181 86.31 I t I -I ----I ----I 51.31 1 I "" I I 1 -1 -1 1 -1-1 1 470.61.026718= 100.01 4.5115001 5.61 1n =.0550 Dn= 1.01 1 I I 1 1 1 1 1 1 I 1 I 1 1 I 1 1Z= 2.0 Fr= .781 1 1 9.001 1 1 9 1 76.611.761.4931 66.71 1 1 I -I -I -I 56.91 1 1 11 1 I -1 -t 1 1 l I - 1 - 1 - 1 1 1 I I 9.001 1 1 429.411.761 I 1 537.31 1 1 I I 1 56.91 Stream Summary) I 11 1 -1 -1 1 -1 -1 1 I I 11111 1 1 11 I 1 1 I 1 I I 1 1 I I I 1 I 1 I I 1 I 1 I 1 I I I 1 I I 1 1 I 1 I I 1 I I I 1 1 1 1 1 1 I I I I 1 I I I I I I 1 1 1 1 1 I I 1 1 I 1 1 1 1 I 1 1 I 1 1 1 I I I I 1 1 1 11 1 I 1 I t I 1 1 I I t I I I 1 I I I I 1 I I I I 1 1 I I 1 I I 1 I I I I 1 1 I 1 I I I 1 I I I I I II I 1 I *DEVELOPMENT TYPES: ICON, 2-1PT, 3*1i, 4 , 5=SF (1 /4-AC) , 6=SF (1 /2-AC) SOIL TYPES: 1 I, 2=B, 3 C, 4=0, * 1 I * 7= SF( 1- AC),8=SF(2.5- AC),9=114DEV(POOR COV),10=UNDEV(FAIR COV),11dAmEV(SOOD COV) 0,5=SPECIFIED COEFFICIENT* 1 1 1 i i • • / j - v7' s RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL ._ _ _ - ' ((((((((((((( ((((((((((((((((((((((((0)))))) ) 1 ))))) )))1))))1))1)))))))))))) (C) Copyright 1982 Advanced Engineering Software DIES] • Especially prepared for: J.P. KAPP t ASSOCIATES, INC. ((((((((((((((((((((((((((((((((((((( 0)))))) ))))1)))))))))))))))))))))))))) atz s r *****DESCRIPTION OF RESU. * HUNTER'S RIDGE 'TOTAL AREA INTO SAN SEVAINE BASIN' * 100 YEAR STORM 'UNDEVELOPED' t t * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL. INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO 115E FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60-MINUTE INTENSITY(INCHIH011R) = 1.200 100 -YEAR STORM 60-MINUTE INTENSITY(IPCH /HOUR) is 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.7000 SLOPE OF INTENSITY DURATION CURVE _ .7000 SBC HYDROLOGY MANUAL 'C'- VALUES USED ((((((l(((((( ((((((((((l(((((((((((((0)))))) )))))))))))1))11))))))1)))))))) Advanced Engineering Software IAES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 (((((((((( i(( ((((((((((((((t(((((((((0)))))) 1)))))1))))))1)))))))))))))))1) FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( 4 ASSUMED INITIAL. SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*((LENBTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 800.00 UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2330.00 TC = .709*I( 800.00+x+3)/( 310.00)7++.2 = 12.430 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.117 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7271 SUBAREA RUNOFF(CFS) = 38.69 C/ ?j S TOTAL AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) = 38.69 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 wn )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( ' )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 2330.00 DOWNSTREAM NODE ELEVATION = 2100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1900.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 KM= =ACTOR = .055 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 38.69 FLOW VELOCITY(FEET /SEC) = 2.74 FLOW DEPTH(FEET) = .14 TRAVEL TIME(MIN.) = 11.54 TC(MIN.) = 23.97 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.231 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6553 SUBAREA AREA(ACRES) = 22.40 SUBAREA RUNOFF(CFS) = 47.43 TOTAL AREA(ACRES) = 32.80 TOTAL RUNOFF(CFS) = 86.13 TC(MIN) = 23.97 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 2100.00 DOWNSTREAM NODE ELEVATION = 1900.00 CANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNINBS.FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.00 CHANMEL FLOW THRU SUBAREA(CFS) = 86.13 FL[4 .._OCITY(FEET /SEC) = 3.66 FLOW DEPTH(FEET) _ .23 TRAVEL TIME(MIN.) = 6.38 TC(MIN.) = 30.35 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( m 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.739 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6204 SUBAREA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 44.86 TOTAL AREA(ACRES) = 59.20 TOTAL RUNOFF(CFS) = 130.99 TC(MIN) = 30.35 4-1 *444+14444444441444* FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( // n )))))TRAVELTIME THRU SUBAREA((((( / . v v r UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1750.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNIN8S FACTOR = .055 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 130.99 FLOW VELOCITY(FEET /SEC) = 3.97 FLOW DEPTH(FEET) _ .33 TRAVEL TIME(MIN.) = 5.88 TC(MIN.) = 36.23 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.420 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5901 SUBAREA AREA(ACRES) = 45.70 SUBAREA RUNOFF(CFS) = 65.25 TOTAL AREA(ACRES) = 104.90 TOTAL RUNOFF(CFS) = 196.24 TC(MIN) = 36.23 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL- CHIANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1750.00 DOWNSTREAM NODE ELEVATION = 1670.00 CH c' HRU SUBAREA (FEET) = 1300.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNWINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 196.24 FLOW VELOCITY(FEET /SEC) = 4.05 FLOW DEPTH(FEET) _ .48 TRAVEL TIME(MIN.) = 5.36 TC(MIN.) = 41.59 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.197 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5637 SUBAREA AREA(ACRES) = 71.50 SUBAREA RUNOFF(CFS) = 88.56 TOTAL AREA(ACRES) = 176.40 TOTAL RUNOFF(CFS) = 284.80 TC(MIN) = 41.59 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1670.00 T1nwmgiTx4M 000 T1 TTfN = 1580.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNINGS FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 284.80 / Y' FLOW VELOCITY(FEET /SEC) = 4.97 FLOW DEPTH(FEET) = .57 < G t/.5. TRAVEL TIME(MIN.) = 4.02 TC(MIN.) = 45.61 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.060 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5446 SUBAREA AREA(ACRES) = 88.70 SUBAREA RUNOFF(CFS) = 99.50 TOTAL AREA(ACRES) = 265.10 TOTAL RUNOFF(CFS) = 384.30 TC(MIN) = 45.61 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1580.00 DOWNSTREAM NODE ELEVATION = 1540.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANNING FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 384.30 FLOW VELOCITY(FEET /SEC) = 4.11 FLOW DEPTH(FEET) = .92 TRAVEL TIME(MIN.) = 5.68 TC(MIN.) = 51.29 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.897 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5185 SUBAREA AREA(ACRES) = 87.70 SUBAREA RUNOFF(CFS) = 86.27 TOTAL AREA(ACRES) = 352.80 TOTAL RUNOFF(CFS) = 470.57 TC(MIN) = 51.29 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5 )))))COMPUTE TRAPEZOIDAL - CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1540.00 DOWNSTREAM NODE ELEVATION = 1500.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 CHANNEL BASE(FEET) = 100.00 'Z' FACTOR = 2.000 MANN(INS FACTOR = .055 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 470.57 FLOW VELOCITY(FEET /SEC) = 4.45 FLOW DEPTH(FEET) = 1.04 TRAVEL TIME(MIN.) = 5.61 TC(MIN.) = 56.90 ++ + FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 57s- 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.764 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4935 SUBAREA AREA(ACRES) = 76.60 SUBAREA RUNOFF(CFS) = 66.69 TOTAL AREA(ACRES) = 429.40 TOTAL RUNOFF(CFS) = 537.27 TC(MIN) = 56.90 END OF RATIONAL METHOD ANALYSIS PROJECT: (kp rreltiS fit. DZ✓e. DATE: -2i-7 177rJi k r� s N a ENGINEER: 14i 6)1.1 D''VVL-F1.4171 1. Enter the length of the longest watercourse (feet) / O f 4-UV 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the watershed area (feet) 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) 86D 4. Enter the SBC basin factor 0 • 0 3 O S. Enter the watershed area (acres) 4:70 6. Enter baseflow (cfs /square mile) m • 7. Enter SBC S -Graph proportions (decimal) Valley - -'f`— Foothill Mountain j Desert 8. Enter adjusted loss rate (inch/hour) O.G 9. Enter low loss rate percentage (decimal) 0. 10. Enter watershed area - averaged 5-minute point rainfall (inches) * 0 Enter watershed area - averaged 30- minute point rainfall (inches)* D • (o5 Enter watershed area - averaged 1 point rainfall (inches) * 0 .10 Enter watershed area - averaged 3 -hour point rainfall (inches)* 0 - Enter watershed area - averaged 6 -hour point rainfall (inches)* 2 . 1 Enter watershed area - averaged 24 -hour point rainfall Cinches)* 4. o 11. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDR °GRAPH HYDROLOGY MANUAL INFORMATION FORM mmmrrrrm / // UNIT- HYDRO6RAPH ANALYSIS ((((((( l((((( l(((( l((((((((l(((l((((U))1))))1 >))) )1111)) >)) >)1 >)))))))) >)) (C) Copyright 1983 Advanced Engineering Software [AESI Especially prepared for: J.P. KAPP t ASSOCIATES, INC. ( l((((((((lll(l(((l((((l(((((((H (M) )>1))) )))1)))1)))))))))) > >))1 >)) >)) >) +**+IDESCRIPTION OF RESULTS HUNTER'S RIDGE 'TOTAL AREA INTO SAN SEVAINE BASIN" f * 2 YEAR STORM 'UNDEVELOPED' t t WATERCOURSE LENGTH = 10400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 860.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = .030 WATERSHED AREA = 420.000 ACRES WATERCOURSE 'LA6' TIME = .269 HOURS UNIT HYDR06RAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LA6 -TIME = 30.974 HYDR06RAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .660 LOW SOIL -LOSS RATE PERCENTA6E(DECIMAL) = .590 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .34 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) _ .65 • al-11 t" J - IMAM flI1 Olt" PILL LIA 1 - . 70 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 2.10 2- /3 SPLtIFIED PEAK 24 -HOUR RAINFALL(INCH)= 4.00 *HYDR06RAPH MODEL #1 SPECIFIED' PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .994 30- MINUTE FACTOR = .994 1-HOUR FACTOR = .997 3-HOUR FACTOR = .998 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 ( l(((l( ll((((((ll(((( ll((((((((((((( tO)))))) )))))))))))))) >) >)))))) >))))))> Advanced Engineering Software (AES] SERIAL No. A00781 REV. 1.5 RELEASE DATE: 4/20/83 ((((( l(((((((((((((((((((( l( l((( l(((( U))>)) >))) >) >) ))>))))) >))) >)))))) >)))> UNIT HYDR06RAPH DETERMINATION INTERVAL :'S" GRAPH UNIT HYDR06RAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 3.028 153.812 2 14.298 572.426 3 33.819 991.531 4 54.124 1031.374 5 66.398 623.475 6 73.408 356.068 7 78.069 236.747 8 81.709 184.874 9 84.664 150.101 10 87.068 122.097 11 89.014 98.835 12 90.751 88.223 13 92.134 70.287 14 93.281 58.232 15 94.265 50.000 16 95.203 47.633 17 96.041 42.579 18 96.721 34.553 19 97.314 30.120 20 97.847 27.071 21 98.347 25.397 22 98.847 25.397 23 99.347 25.397 24 99.847 25.397 25 100.000 7.750 HHEHHHE 3 //3 (NIT (NIT MIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 .0065 .0038 .0026 2 .0065 .0038 .0027 3 .0065 .0038 .0027 4 .0065 .0038 .0027 5 .0065 .0038 .0027 6 .0065 .0038 .0027 7 .0065 .0039 .0027 8 .0065 .0039 .0027 9 .0066 .0039 .0027 10 .0066 .0039 .0027 11 .0066 .0039 .0027 12 .0066 .0039 .0027 13 .0066 .0039 .0027 14 .0066 .0039 .0027 . 15 .0066 .0039 .0027 16 .0066 , .0039 .0027 17 .0067 .0039 .0027 18 .0067 .0039 .0027 • r. • •VVIV •VV�.V 22 .0067 .0040 .0028 23 .0067 .0040 .0028 9/ 3 24 .0068 .0040 .0028 25 .0068 .0040 .0028 _ 26 .0068 .0040 .0028 27 .0068 .0040 .0028 28 .0068 .0040 .0028 29 .0068 .0040 .0028 30 .0068 .0040 .0028 31 .0069 .0040 .0028 32 .0069 .0041 .0028 33 .0069 .0041 .0028 34 .0069 .0041 .0028 35 .0069 .0041 .0028 36 .0069 .0041 .0028 37 .0069 .0041 .0028 38 .0070 .0041 .0029 39 .0070 .0041 .0029 40 .0070 .0041 .0029 41 .0070 .0041 .0029 42 .0070 .0041 .0029 43 .0070 .0041 .0029 44 .0070 .0042 .0029 45 .0071 .0042 .0029 46 .0071 .0042 .0029 47 .0071 .0042 .0029 48 .0071 .0042 .0029 49 .0071 .0042 .0029 50 .0071 .0042 .0029 51 .0072 .0042 .0029 52 .0072 .0042 .0029 53 .0072 .0042 .0029 54 .0072 .0043 .0030 55 .0072 .0043 .0030 56 .0072 .0043 .0030 57 .0073 .0043 .0030 58 .0073 .0043 .0030 59 .0073 .0043 .0030 60 .0073 .0043 .0030 61 .0073 .0043 .0030 62 .0073 .0043 .0030 63 .0074 .0043 .0030 64 .0074 .0044 .0030 65 .0074 .0044 .0030 66 .0074 .0044 .0030 67 .0074 .0044 .0030 68 .0074 .0044 .0031 69 .0075 .0044 .0031 70 .0075 .0044 .0031 71 .0075 .0044 .0031 72 .0075 .0044 .0031 73 .0075 .0044 .0031 74 .0076 .0045 .0031 75 .0076 .0045 .0031 76 .0076 .0045 .0031 77 .0076 .0045 . - 0031 78 .0076 .0045 .0031 79 .0077 .0045 .0031 80 .0077 .0045 .0031 81 .0077 .0045 .0032 82 .0077 .0045 .0032 83 .0077 .0046 .0032 84 .0078 .0046 .0032 85 .0078 .0046 .0032 88 .0078 .0046 .0032 89 .0079 .0046 .0032 Sj /3 90 .0079 .0046 .0032 91 .0079 .0047 .0032 92 .0079 .0047 .0032 . 93 .0079 .0047 .0033 94 .0080 .0047 .0033 95 .0080 .0047 .0033 96 .0078 .0046 .0032 97 .0080 .0047 .0033 98 .0081 .0048 .0033 99 .0081 .0048 • .0033 100 .0082 .0048 .0034 101 .0082 .0049 .0034 . 102 .0083 .0049 .0034 103 .0083 .0049 .0034 104 .0084 .0049 .0034 105 .0084 .0050 .0035 106 .0085 .0050 .0035 107 .0085 .0050 .0035 108 .0086 .0051 .0035 109 .0086 .0051 .0035 110 .0087 .0051 .0036 111 .0088 .0052 .0036 112 .0088 .0052 .0036 113 .0089 .0052 .0036 114 .0089 .0053 .0037 115 .0090 .0053 .0037 116 .0091 .0053 .0037 117 .0091 .0054 .0037 118 .0092 .0054 .0038 119 .0093 .0055 .0038 120 .0093 .0055 .0038 121 .0094 .0055 .0038 122 .0095 .0056 .0039 123 .0095 .0056 .0039 124 .0096 .0057 .0039 125 .0097 .0057 .0040 126 .0098 .0058 .0040 127 .0098 .0058 .0040 128 .0099 .0059 .0041 129 .0100 .0059 .0041 130 .0101 .0060 .0041 . 131 .0102 .0060 .0042 132 .0103 .0061 .0042 133 . .0104 .0061 .0042 134 .0105 .0062 .0043 135 .0105 .0062 .0043 136 .0106 .0063 .0044 137 .0107 .0063 .0044 138 .0109 .0064 .0045 139 .0110 .0065 .0045 140 • .0111 .0065 .0045 141 .0112 .0066 .0046 142 .0113 .0067 .0046 143 .0114 .0067 .0047 144 .0116 .0068 .0047 145 .0117 , .0069 .0048 146 .0118- .0070 .0048 147 .0120 .0071 .0049 148 .0121 .0071 .0050 149 .0122 .0072 .0050 150 .0124 .0073 .0051 .C. A.M AA'ft AAC. la4 .4.lJ1 .1X1! / .VVD4 ��/ 3 155 .0133 .0078 .0054 156 .0135 .0079 .0055 157 .0329 .0194 .0135 158 .0327 .0193 .0134 . • 159 .0326 .0192 .0134 160 .0325 .0192 .0133 161 .0324 .0191 .0133 162 .0322 .0190 .0132 163 .0321 .0189 .0132 164 .0319 .0188 .0131 165 .0318 .0188 .0130 166 .0316 .0187 .0130 167 .0315 .0186 .0129 168 .0313 .0185 .0128 169 .0311 .0184 .0128 170 .0310 .0183 .0127 171 .0308 .0182 .0126 172 .0306 .0181 .0125 173 .0304 .0179 .0125 174 .0302 .0178 .0124 175 .0079 .0046 .0032 176 .0082 .0048 .0034 177 .0086 .0051 .0035 178 .0090 .0053 .0037 179 .0094 .0056 .0039 . 180 .0100 .0059 .0041 181 .0106 .0062 .0043 182 .0113 .0067 .0046 183 .0121 .0072 .0050 184 .0131 .0077 .0054 185 .0144 .0085 .0059 186 .0159 .0094 .0065 187 .0067 .0039 .0027 , 188 .0072 .0043 .0030 189 .0079 .0047 .0032 190 .0098 .0058 .0040 191 .0412 .0243 .0169 192 .0551 .0325 .0226 193 .3380 .0550 .2830 194 . .0964 .0550 .0414 195 .0686 .0404 .0281 196 .0469 .0277 .0192 197 .0111 .0065 .0045 198 .0087 .0052 .0036 199 .0159 .0094 .0065 200 .0144 .0085 .0059 201 .0131 .0077 .0054 202 .0121 .0072 .0050 203 .0113 .0067 .0046 204 .0106 .0062 .0043 205 .0100 .0059 .0041 206 .0094 .0056 .0039 207 .0090 .0053 .0037 208 .0086 .0051 .0035 209 .0082 .0048 .0034 210 .0079 .0046 .0032 211 .0302 .0178 .0124 212 .0304 .0179 .0125 213 .0306 .0181 .0125 214 .0308 .0182 .0126 215 .0310 .0183 .0127 216 .0311 .0184 .0128 217 .0313 .0185 .0128 G17 .VJ10 .V404 .Va JV 220 .0318 .0188 .0130 7] 221 .0319 .0188 .0131 / �3 222 .0321 .0189 .0132 223 .0322 .0190 .0132 224 .0324 .0191 .0133 225 .0325 .0192 .0133 226 .0326 .0192 .0134 227 .0327 .0193 .0134 228 .0329 .0194 .0135 229 .0135 .0079 .0055 230 .0133 .0078 .0054 231 .0131 .0077 .0054 232 .0129 .0076 .0053 2 s .0127 .0075 .0052 234 .0126 .0074 .0051 235 .0124 .0073 .0051 236 .0122 .0072 .0050 237 .0121 .0071 .0050 238 .0120 .0071 .0049 239 .0118 .0070 .0048 240 .0117 .0069 .0048 241 .0116 .0068 .0047 242 .0114 .0067 . .0047 243 .0113 .0067 .0046 244 .0112 .0066 .0046 245 .0111 .0065 .0045 . 246 .0110 .0065 .0045 247 .0109 .0064 .0045 248 .0107 .0063 .0044 249 .0106 .0063 .0044 250 .0105 .0062 .0043 ' 251 .0105 .0062 .0043 252 .0104 .0061 .0042 253 .0103 .0061 .0042 254 .0102 .0060 .0042 255 .0101 .0060 .0041 256 .0100 .0059 .0041 257 .0099 .0059 .0041 258 .0098 .0058 .0040 259 .0098 .0058 .0040 260 .0097 .0057 .0040 261 .0096 .0057 .0039 262 .0095 .0056 .0039 . 263 .0095 .0056 .0039 264 .0094 .0055 .0038 265 .0093 .0055 .0038 266 .0093 .0055 .0038 267 .0092 .0054 .0038 268 .0091 .0054 .0037 269 .0091 .0053 .0037 270 .0090 .0053 .0037 271 .0089 .0053 .0037 272 .0089 .0052 .0036 273 .0088 .0052 .0036 274 .0088 .0052 .0036 275 .0087 .0051 .0036 276 .0086 .0051 .0035 277 .0086 .0051 .0035 278 .0085 .0050 .0035 279 .0085 .0050 .0035 280 .0084 .0050 .0035 281 .0084 .0049 .0034 282 .0083 .0049 .0034 283 _0083 .0049 .0034 ..08 .004 08 .3 C / 286 .0081 1 .0048 .0033 / v� 287 .0081 .0048 .0033 288 .0080 .0047 .0033 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 77.4152 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 62.4419 24 -HOUR STORM RUNOFF HYDR06RAPH HYDRO6RAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 .083 .0028 .41 Q . .167 .0161 1.92 0 . .250 .0474 4.55 0 . .333 .0977 7.29 0 . .417 .1594 8.96 0 . .500 .2277 9.92 0 . . .583 .3004 10.56 VO . .667 .3767 11.07 VQ . .750 .4558 11.49 VO . .833 .5374 11.84 VO . .917 .6209 12.12 VO . 1.000 .7061 12.38 VO . 1 _ AR1 79PR 12.59 VO . I. 333 1. 0598 1108 VQ '7 // 3 1.417 1.1508 13.21 VQ • 1.500 1.2426 13.33 VQ 1.583 1.3352 13.44 VQ . 1.667. 1.4284 13.53 V0 . . • 1.750 1.5222 13.63 '10 . 1.833 1.6167 13.72 .Q 1.917 1.7119 13.82 .0 . . • 2.000 1.8077 13.91 . Q . 2.083 1.9038 13.96 .0 . • 2.167 2.0002 13.99 .0 . 2.250 2.0967 14.02 .0 . 2.333 2.1934 14.04 .0 . 2.417 2.2904 14.07 .0 . . 2.500 2.3875 14.10 .0 . 2.583 2.4848 14.13 .Q . 2.667 2.5823 14.16 .0 . 2.750 2.6800 14.19 .0 . 2.833 2.7779 14.22 . Q . 2.917 2.8761 14.25 . Q . 3.000 2.9744 14.28 .0 . 3.083 3.0729 14.31 . Q . 3.167 3.1716 14.34 .0V . 3. I 3.2706 14.37 .11V . 3.333 3.3697 14.40 .QV . 3.417 3.4691 14.43 .QV . . 3.500 3.5687 14.46 .QV . 3.583 3.6684 14.49 .QV . 3.667 3.7684 14.52 .QV . . 3.750 3.8686 14.55 .QV . 3.833 3.9691 14.58 .QV . 3.91/ 4.0697 14.61 .QV . 4.000 4.1706 14.65 . QV . 4.083 4.2717 14.68 .QV . 4.167 4.3730 14.71 .QV . . 4.250 4.4745 14.74 .QV . 4.333 4.5763 14.78 .QV . 4.417 4.6783 14.81 .QV . . 4.500 4.7805 14.84 .0 V . . 4.583 4.8829 14.87 .0 V . . . 4.667 4.9856 14.91 .0 V . . 4.750 5.0885 14.94 .0 V . . 4.833 5.1916 14.98 .0 V . . 4.917 5.2950 15.01 .Q V . . 5.000 5.3986 15.04 .0 V . . 5.083 5.5025 15.08 .0 V . . 5.167 5.6065 15.11 .Q V . . 5.250 5.7109 15.15 .0 V . 5.333 5.8154 15.18 .0 V . . 5.417 5.9203 15.22 .0 V . • 5.500 6.0253 15.26 .0 V . . . 5.583 6.1306 15.29 .0 V . . . 5.667 6.2362 15.33 .0 V . . . 5.750 6.3420 15.36 .0 V . . 5.833 6.4481 15.40 .0 V . . . 5.917 6.5544 15.44 .0 V . . . 6.000 6.6610 15.48 .0 V . . 6.083 6.7678 15.51 .0 V . . . 6.167 6.8749 15.55 .0 V . . . 6.250 6.9823 15.59 .0 V . . . 6.333 7.0899 15.63 .0 V . . . 6.417 7.1978 15.67 .0 V . . . 6.500 7.3060 15.70 .0 V . . . A_5A7 7 ♦1it 15 7k n u u.w .u.x♦ ad. Y� .1l r . . . 6.833 7.7413 15.86 .Q V . /6y 6.917 7.8508 15.90 . V . . 7.000 7.9606 15.94 .0 V . . 7.083 8.0707 15.99 . Q V . 7.167 8.1811 16.03 .Q V 7.250 8.2918 16.07 .Q V 7.333 8.4027 16.11 .0 V . . 7.417 8.5139 16.15 .0 V . . 7.500 8.6255 16.19 . Q V 7.583 8.7373 16.24 . Q V 7.667 8.8494 16.28 .Q V 7.750 8. %18 16.32 .0 V . . 7.833 9.0746 16.37 .0 V 7.917 9.1876 16.41 .Q V . 8.000 9.3008 16.44 .0 V . . 8.083 9.4142 16.46 .0 V . B. 167 9.5276 16.47 . Q V 8.250 9.6414 16.53 .0 V 8.333 9.7559 16.63 . Q V 8.417 9.8711 16.72 . Q V 8.500 9.9869 16.81 .0 V . . B. 583 10.1033 16.90 .Q V 8.667 10.2204 17.00 .0 V . . . 8.750 10.3381 17.09 . Q V . 8.833 10.4564 17.19 .Q V 8.917 10.5754 17.28 .Q V . 9.000 10.6952 17.38 .Q V 9.083 10.8156 17.49 . V . . . 9.167 10.9367 17.59 .Q V . 9.2`( 11.0586 17.70 . Q V 9.333 11.1813 17.81 .12 V 9.417 11.3047 17.92 .0 V 9.500 11.4289 18.03 .Q V 9.583 11.5538 18.15 .0 V . . 9.667 11.6797 18.27 .0 V 9.750 11.8063 18.39 .0 V . . 9.833 11.9338 18.51 .0 V . . 9.917 12.0621 18.64 .0 V . . 10.000 12.1914 18.77 .0 V . . 10.083 12.3216 18.90 .0 V . . 10.167 12.4527 19.04 .0 V . . . 10.250 12.5847 19.17 .0 V . 10.333 12.7177 19.31 .0 V . . . 10.417 12.8517 19.46 .0 V . . 10.500 12.9867 19.60 .0 V . . 10.`_x., 13.1227 19.75 . V . . 10.667 13.2598 19.90 .0 V . . 10.750 13.3980 20.06 . 0 V . . 10.833 13.5372 20.22 0 V . . 10.917 13.6776 20.38 0 V . . 11.000 13.8191 20.55 . 0 V . . . 11.083 13.9619 20.72 . 0 V . . 11.167 14.1058 20.90 . 0 V. . 11.250 14.2509 21.08 0 V. . 11.333 14.3974 21.26 . 0 V. . 11.417 14.5451 21.45 . 0 V. . 11.500 14.6942 21.65 . Q V. . 11.583 14.8446 21.84 . 0 V. 11.667 14.9965 22. 05 . 0 V. . 11.750 15.1498 22.26 . 0 V. . 11.833 15.3046 22. 48 . 0 V. . 11.917 15.4609 22.70 . Q V. . 12.000 15.6188 22.93 . 0 V . 1C. CJV lD. lVC'1 C.1.04.1 . 1! Y . . • /'/ 12.333 16.2671 23.91 . Q V . . 3 12.417 16.4336 24.18 . 0 V . . • 12.500 16.6020 24.45 . 0 V 12.583 16.7724 24.74 0 V . 12.667 16.9448 25.03 . 0 V . 12.750 17.1193 25.34 . 0 V 12.833 17.2959 25.65 0 .V 12.917 17.4748 25.98 . 0 .V 13.000 17.6561 26.32 0 .V 13.083 17.8481 27.88 0 .V 13.167 18.0736 32.74 . 0 .V . 13.250 18.3547 40.83 . Q .V 13.333 18.6929 49.11 . 0 .V . 13.417 19.0652 54.04 0 V . • 13.500 19.4563 56.79 . 0 . V . 13.583 19.8596 58.55 . 0 . V . . 13.667 20.2719 59.87 . 0 . V 13.750 20.6912 60.89 . 0 . V . 13.833 21.1159 61.66 . 0 . V 13.917 21.5444 62.22 . 0 . V . 14.000 21.9762 62.69 . 0 . V 14.083 22.4100 62.99 . 0 . V . 14.167 22.8451 63.18 . 0 . V . 14.250 23.2810 63.29 . 0 . V . 14.333 23.7173 63.36 . 0 . V . 14.417 24.1538 63.37 . 0 . V . 14.500 24.5898 63.31 . 0 . V . 14.583 25.0154 61.79 . 0 . V . . 14.667 25.4043 56.47 . 0 . V . . 14.750 25.7312 47.46 . 0 V . . 14.833 25.9949 38.30 . 0 . V . . 14.917 26.22 33.09 . Q . V . . 15.000 26. 30.50 . 0 . V . . 15.083 26.6325 28.98 . 0 . V . . 15.167 26.8254 28.02 . 0 . V . . 15.250 27.0150 27.52 . 0 . V . . 15.333 27.2041 27.46 . 0 . V . . 15.417 27.3956 27.81 . 0 . V . . 15.500 27.5921 28.53 . 0 V . . 15.583 27.7921 29.05 . 0 . V . . 15.667 27.9856 28.09 . 0 . V . . 15.750 28.1606 25.40 . 0 V . . 15.833 28.3150 22.42 . 0 V . . 15.917 28.4746 23.18 Q . V . 16.000 28.6908 31.39 . 0 . V . . 16.083 29.2849 87.71 . 0 . V . 16.167 30.7999 218.52 . V.Q . 16. 250 33.2110 350.10 .V 0 • 16.333 35.8147 378.05 . . . V 0 . 16.417 37.7125 275.57 . . V 0 . . 16.500 39.0218 190.10 . Q. V . 16.583 39.9623 136.56 . . 0 . V . 16.667 40.6866 105.17 . 0 . V . . 16.750 41.2898 87.59 . 0 . . V . . 16.833 41.8165 76.48 . Q . . V . . 16.917 42.2783 67.05 . 0 . . V . . 17.000 42.6976 60.88 . 0 . . V . . 17.083 43.0644 53.26 . 0 . . V . . 17.167 43.3915 47.49 . Q . . V . . 17.250 43.6884 43.11 . 0 . . V . . 17.333 43.9671 40.46 . Q . . V . . 17.417 44.2251 37.47 . 0 . . V . • 17.500 44.4585 33.89 . 0 . . V . . 47 207 as eea7 7h 70 n u • 17.833 45.6015 53.07 . y 0 . V. . • 17.917 46.0042 58.48 Q . V. 18.000 46.4269 61.37 . 0 . V. . 18.083 46.8306 58.62 Q . V. 18.167 47.2277 57.66 . 0 . V . 18.250 47.6308 58.53 . 0 . V . 18.333 48.0400 59.42 . 0 . V . 18.417 48.4563 60.44 . 0 . .V . 18.500 48.8798 61.50 . 0 . .V . 18.583 49.3093 62.36 . 0 . .V . 18.667 49.7439 63.10 . 0 . .V . 18.750 50.1832 63.78 . 0 . . V . 18.833 50.6271 64.45 . 0 . . V . 18.917 51.0753 65.08 . 0 . . V . 19.000 51.5274 65.64 . 0 . . V . 19. (F.'• 51.9746 64.93 . 0 . . V . 19.167 52.3935 60.83 . 0 . . . V . 19.250 52.7604 53.28 . 0 . . V . 19.333 53.0723 45.28 Q . . V 19.417 53.3508 40.43 0 . V 19.500 53.6101 37.66 . 0 . . V . 19.583 53.8556 35.64 . 0 . . V . 19.667 54.0893 33.94 . 0 . . V . 19.750 54.3132 32.51 . 0 . . V . 19.833 54.5288 31.29 . 0 . . V . 19.917 54.7371 30.26 . 0 . . V . 20.000 54.9389 29.30 . 0 . V . 20.083 55.1351 28.48 . 0 . V . 20.167 55.3263 27.76 . 0 . V . 20.250 55.5130 27.11 . 0 . . V . 20.333 55.6954 26.48 . 0 . . V . 20.417 55.8737 25.89 . 0 . . V . 20.500 56.0485 25.37 . 0 . . V . 20.583 56.2199 24.89 . 0 . . V . 20.667 56.3882 24.44 . 0 . . V . 20.750 56.5535 24.00 . 0 . . V . 20.833 56.7158 23.56 . 0 . . V . 20.917 56.8751 23.13 . 0 . . V . 21.000 57.0315 22.71 . 0 . . V . 21.083 57.1859 22.42 . 0 . . V . 21.167 57.3389 22.21 . 0 . . V . 21. r"a) . 00 . 0 • • V . 21.333 57.6405 21.80 . 0 . . V . 21.417 57.7892 21.60 . 0 . . V . 21.500 57.9367 21.40 . 0 . . V . 21.583 58.0828 21.22 Q . V 21.667 58.2276 21.03 . 0 . . V . 21. 750 58.3712 20.85 . 0 . V . 21.833 58.5136 20.68 . 0 . . V . 21.917 58.6549 20.51 . 0 . V . 22.000 58.7950 20.34 . 0 . . V • 22. 083 58.9339 20.18 . 0 . . V . 22.167 59.0718 20.02 Q . V 22. 250 59.2086 19,86 .0 . V . 22.333 59.3444 19.71 .0 . . V . 22.417 59.4791 19.56 . . . V . 22.500 59.6128 19.42 .0 . . V . 22.583 59.7456 19.27 .0 . . . V . 22. 667 59.8774 19.14 .0 . . V . 22.750 60.0082 19.00 .0 . . V . 22.833 60.1381 18.87 .0 . . V . 22. 917 60.2672 18.73 .0 . . V . 23.000 60.3953 18.61 .Q . V . P7 AAZ CJ1 SOX I A AA 0 U 23.333 60.8993 18.12 .0 . V. lj //) 23.416 61.0233 18.00 .0 . V. 23.500 61.1464 17.88 .0 . V. 23.583 61.2688 17.77 .0 . V. 23.666 61.3905 17.66 .0 . V. 23.750 61.5114 17.55 . Q . V. 23.833 61.6315 17.45 .0 . V. 23.916 61.7509 17.34 .0 . V. 24.000 61.8696 17.24 .0 . . . V. 24.083 61.9842 16.63 . Q . V. 24.166 62.0851 14.66 .0 . V. 24.250 62.1631 11.32 .Q . V. 24.333 62.2174 7.88 Q . V. 24.416 62.2572 5.79 Q . V. 24.500 62.2888 4.58 Q . V. 24.583 62.3148 3.78 Q . V. 24.666 62.3365 3.15 Q . V. 24.750 62.3547 2.64 Q . V. 24.833 62.3701 2.23 Q . V. 24.916 62.3831 1. 89 Q . V. 25.000 62.3940 1.59 Q . V. 25.083 62.4033 1.35 Q . V. 25.166 62.4113 1.15 Q . V. 25. ? 62.4180 .98 Q . V. 25.333 62.4236 .82 Q . V. • 25.41 62.4283 .67 0 V. 25.500 62.4321 .56 Q . V. 25.583 62.4353 .46 Q . V. 25.666 62 4378 .36 Q . V. 25.750 62.4397 .28 Q . V. 25.833 62.4410 .19 Q . V. 25.916 62.4418 .11 Q . V. 26.000 62.4420 .03 Q . V PROJECT: DATE: 277.5 it 7 ENGINEER: `2- ur.Al (17'WV 1. Enter the length of the longest watercourse (feet) / D, 4-G 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the / watershed area (feet) ° ¢Z�L 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) 4. Enter the SBC basin factor 0. Of S S. Enter the watershed area (acres) 4-7-v 6. Enter baseflow (cfs /square mile) O . 7. Enter SBC S -Graph proportions (decimal) Valley • 0 Foothill Mountain Desert 8. Enter adjusted loss rate (inch/hour) O.¢/ 9. Enter low loss rate percentage (decimal) 0.3# 10. Enter watershed area - averaged 5-minute point rainfall (inches)* P.34- Enter watershed area- averaged 30- minute point rainfall (inches)* d , GS Enter watershed area - averaged 1 point rainfall (inches)* D , 7D Enter watershed area - averaged 3 -hour point rainfall (inches)* D . 94 Enter watershed area - averaged 6 -hour point rainfall (inches) * ' L . Enter watershed area - averaged 24 -hour point rainfall (inches)* A D 11. Enter 24 -hour storm unit interval (minutes) 3 *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDROGRAPH HYDROLOGY MANUAL INFORMATION FORM +t +tttttttttttt#tttttttttt+tt ttttttttttttt+tttt // UNIT - HYDROGRAPH ANALYSIS tt+ tt+ t+ tt++ ttttt+ tt+ tttt++ t+t+ttt+t#tttt1FHAHI+tttttttttt tt+ (((((((((((((((((((((((((((((((((((()))>>)) )))))) >>)))))))>)))>))))))>) >)) (C) Copyright 1983 Advanced Engineering Software IAES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. %∎((((((((((((l((((((((((((((((((((((())))))) ))))))))))))))))))))))))))))))) ++tt++t*DESCRIPTION OF RESULTS + HUNTER'S RIDGE "TOTAL AREA INTO SAN SEVAINE BASIN" + 2 YEAR STORM "DEVELOPED" t t ++t +t+*** tt+++ttt+t+ -}14-1141-1-14 WATERCOURSE LENGTH = 10400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 860.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE _ .015 WATERSHED AREA = 420.000 ACRES WATERCOURSE "LAD" TIME = .135 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 61.948 HYDROSRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE (INCH /HOUR) = .410 LOW SOIL -LOSS RATE PERCENTAGE(DECIMAL) = .340 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .34 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = .65 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = .70 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = .96 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 2.10 • SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 4.00 *HYDROGRAPH MODEL l«1 SPECIFIED+ PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .994 30- MINUTE FACTOR = .994 1-HOUR FACTOR = .997 3-HOUR FACTOR = .998 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 • !(((((((((((((( l(((((l((((((( l(((((( O))>>)) ) >)))))))) >))))) >)))))))))))))> / / /7 j Advanced Engineering Software PIES] SERIAL No. A00781 REV. 1.5 RELEASE DATE: 4/20/83 ((l(( l((l(( l( ll(((((((ll((((((((((( O)))))> ))))))) >))))))))))))))))))) >))) UNIT HYDR06RAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDR06RAPH NUMBER MEAN VALUES' ORDINATES(CFS) 1 8.663 440.025 2 43.971 1793.431 3 69.903 1317.196 4 79.889 507.218 5 85.866 303.586 6 89.882 203.999 7 92.708 143.513 8 94.734 102.931 9 96.381 83.666 10 97.581 60.935 • 11 98.474 45.388 12 99.124 32.993 13 99.624 25.397 14 100.000 19.098 PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ( INCH (INCHES) ES) (INCHES) (INS) �/ Z 1 .0065 .0022 .0043 • 2 .0065 .0022 .0043 3 .0065 .0022 .0043 4 .0065 .0022 .0043 5 .0065 .0022 .0043 6 .0065 .0022 .0043 7 .0065 .0022 .0043 8 .0065 .0022 .0043 9 .0066 .0022 .0043 10 .0066 .0022 .0043 11 .0066 .0022 .0043 12 .0066 .0022 .0044 13 .0066 .0022 .0044 14 .0066 .0023 .0044 15 .0066 .0023 .0044 16 .0066 .0023 .0044 17 .0067 .0023 .0044 18 .0067 .0023 .0044 19 .0067 .0023 .0044 20 .0067 .0023 .0044 21 .0067 .0023 .0044 22 .0067 .0023 .0044 23 .0067 .0023 .0044 24 .0068 .0023 .0045 25 .0068 .0023 .0045 26 .0068 .0023 .0045 27 .0068 .0023 .0045 28 .0068 .0023 .0045 29 .0068 .0023 .0045 30 .0068 .0023 .0045 31 .0069 .0023 .0045 32 .0069 .0023 .0045 33 .0069 .0023 .0045 34 .0069 .0023 .0046 35 .0069 .0023 .0046 36 .0069 .0024 .0046 37 .0069 .0024 .0046 38 .0070 .0024 .0046 39 .0070 .0024 .0046 40 .0070 .0024 .0046 41 .0070 .0024 .0046 42 .0070 .0024 .0046 43 .0070 .0024 .0046 44 .0070 .0024 .0046 45 .0071 .0024 .0047 46 .0071 .0024 .0047 47 .0071 .0024 .0047 48 .0071 .0024 .0047 49 .0071 .0024 .0047 50 .0071 .0024 .0047 51 .0072 .0024 .0047 52 .0072 .0024 .0047 53 .0072 .0024 .0047 54 .0072 .0024 .0048 55 .0072 .0025 .0048 56 .0072 .0025 .0048 57 .0073 .0025 .0048 58 .0073 .0025 .0048 59 .0073 .0025 .0048 60 .0073 .0025 .0048 bt . Wi . W .lAPHI 63 .0074 .0025 .0049 64 .0074 .0025 .0049 4/1.- 65 .0074 .0025 .0049 66 .0074 .0025 - .0049 67 .0074 .0025 .0049 68 .0074 .0025 .0049 69 .0075 .0025 .0049 70 .0075 .0025 .0049 71 .0075 .0025 .0049 72 .0075 .0026 .0050 73 .0075 .0026 .0050 74 .0076 .0026 .0050 75 .0076 .0026 .0050 76 .0076 .0026 a .0050 77 . 0076 .0026 .0050 78 .0076 .0026 - .0050 79 .0077 .0026 .0051 80 .0077 .0026 .0051 81 .0077 .0026 .0051 82 .0077 .0026 .0051 83 .0077 .0026 .0051 84 .0078 .0026 .0051 85 .0078 .0026 .0051 86 . 0078 .0026 .0051 87 .0078 .0027 .0052 . 88 .0078 .0027 .0052 89 .0079 .0027 .0052 90 .0079 .0027 .0052 91 .0079 .0027 .0052 92 .0079 .0027 .0052 93 .0079 .0027 .0052 94 .0080 .0027 .0053 95 .0080 .0027 .0053 96 .0078 .0027 .0052 97 .0080 .0027 .0053 98 .0081 .0027 .0053 99 .0081 .0028 .0054 100 .0082 .0028 .0054 101 .0082 .0028 .0054 102 .0083 .0028 .0055 103 .008.3 .0028 .0055 104 .0084 .0028 .0055 105 .0084 .0029 .0056 106 .0085 .0029 .0056 107 .0085 .0029 .0056 108 .0086 .0029 .0057 109 .0086 .0029 .0057 110 .0087 .0030 .0057 111 .0088 .0030 .0058 112 .0088 .0030 .0058 113 .0089 .0030 .0059 114 .0089 .0030 .0059 115 .0090 .0031 .0059 116 .0091 .0031 .0060 117 .0091 .0031 .0060 118 .0092 .0031 .0061 119 .0093 .0031 .0061 120 .0093 .0032 .0062 121 .0094 .0032 .0062 122 .0095 .0032 .0062 123 .0095 .0032 .0063 124 .0096 .0033 .0063 125 .0097 .0033 .0064 1G . VV 30 . WW.) • Ww 128 .0099 .0034 .0065 h - 2 i 129 .0100 .0034 .0066 130 .0101 .0034 .0067 131 .0102 .0035 .0067 . 132 .0103 .0035 .0068 133 .0104 .0035 .0068 134 .0105 .0036 .0069 135 .0105 .0036 .0070 136 .0106 .0036 .0070 137 .0107 .0037 .0071 138 .0109 .0037 .0072 139 .0110 .0037 .0072 140 .0111 .0038 .0073 141 .0112 .0038 .0074 142 .0113 .0038 - .0075 143 .0114 .0039 .0075 144 .0116 .0039 .0076 145 .0117 .0040 .0077 146 .0118 .0040 .0078 147 .0120 .0041 .0079 148 .0121 .0041 .0080 149 .0122 .0042 .0081 150 .0124 .0042 .0082 151 .0126 .0043 .0083 152 .0127 .0043 .0084 . 153 .0129 .0044 .0085 154 .0131 .0044 .0086 155 .0133 .0045 .0088 156 .0135 .0046 .0089 157 .0329 .0112 .0217 158 .0327 .0111 .0216 159 .0326 .0111 .0215 160 .0325 .0110 .0214 161 .0324 .0110 .0214 162 .0322 .0110 .0213 163 .0321 .0109 .0212 164 .0319 .0109 .0211 165 .0318 .0108 .0210 166 .0316 .0108 .0209 167 .0315 .0107 .0208 168 .0313 .0106 .0207 169 .0311 .0106 .0206 170 .0310 .0105 .0204 171 .0308 .0105 .0203 172 .0306 .0104 .0202 173 .0304 .0103 .0201 174 .0302 .0103 .0199 175 .0079 .0027 .0052 176 .0082 .0028 .0054 177 .0086 .0029 .0057 178 .0090 .0031 .0059 179 .0094 .0032 .0062 ' 180 .0100 .0034 .0066 181 .0106 .0036 .0070 182 .0113 .0038 .0075 183 .0121 .0041 .0080 184 .0131 .0045 .0087 185 .0144 .0049 .0095 186 .0159 .0054 .0105 187 .0067 .0023 .0044 188 .0072 .0025 .0048 189 .0079 .0027 .0052 ■71 .lMa, . VIYV . Vi /C 192 .0551 .0187 .0364 / 193 .3380 .0342 .3038 194 .0964 .0328 .0636 195 .0686 .0233 .0452 196 .0469 .0160 .0310 197 .0111 .0038 .0073 198 .0087 .0030 .0058 199 .0159 .0054 .0105 200 .0144 .0049 .0095 201 .0131 .0045 .0087 202 .0121 .0041 .0080 203 .0113 .0038 .0075 204 .0106 .0036 .0070 205 .0100 .0034 .0066 206 .0094 .0032 .0062 207 .0090 .0031 .0059 208 .0086 .0029 .0057 209 .0082 .0028 .0054 210 .0079 .0027 .0052 211 .0302 .0103 .0199 212 .0304 .0103 .0201 213 .0306 .0104 .0202 214 .0308 .0105 .0203 215 .0310 .0105 .0204 216 .0311 .0106 .0206 . 217 .0313 .0106 .0207 218 .0315 .0107 .0208 219 .0316 .0108 .0209 220 .0318 .0108 .0210 221 .0319 .0109 .0211 222 .0321 .0109 .0212 ' 223 . 0322 .0110 .0213 224 .0324 .0110 .0214 225 .0325 .0110 .0214 226 .0326 .0111 .0215 227 .0327 .0111 .0216 228 .0329 .0112 .0217 229 .0135 .0046 .0089 230 .0133 .0045 .0088 231 .0131 .0044 .0086 232 .0129 .0044 .0085 233 .0127 .0043 .0084 234 .0126 .0043 .0083 235 .0124 .0042 .0082 236 .0122 . 0042 .0081 237 .0121 .0041 .0080 238 .0120 .0041 .0079 _ 239 .0118 .0040 .0078 240 .0117 .0040 .0077 241 .0116 .0039 .0076 242 .0114 .0039 .0075 243 .0113 .0038 .0075 244 .0112 .0038 .0074 245 .0111 .0038 .0073 246 .0110 .0037 .0072 247 .0109 .0037 .0072 248 .0107 .00.37 .0071 249 .0106 .0036 .0070 250 .0105 .0036 .0070 251 .0105 .0036 .0069 252 .0104 .0035 .0068 253 .0103 .0035 .0068 254 .0102 .0035 .0067 256 .U1W .UU34 .UUbb / //2 257 .0099 .0034 .0065 258 .0098 .0033 .0065 259 .0098 .0033 .0064 260 .0097 .0033 .0064 261 .0096 .0033 .0063 262 .0095 .0032 .0063 263 .0095 .0032 .0062 264 .0094 .0032 .0062 265 .0093 .0032 .0062 266 .0093 .0031 .0061 267 .0092 .0031 .0061 268 .0091 .0031 .0060 269 .0091 .0031 .0060 270 .0090 .0031 .0059 271 .0089 .0030 .0059 272 .0089 .0030 .0059 273 .0088 .0030 .0058 274 .0088 .0030 .0058 275 .0087 .0030 .0057 276 .0086 .0029 .0057 277 .0086 .0029 .0057 278 .0085 .0029 .0056 279 .0085 .0029 .0056 280 .0084 .0029 .0056 281 .0084 .0028 .0055 . 282 .0083 .0028 .0055 283 .0083 .0028 .0055 284 .0082 .0028 .0054 285 .0082 .0028 .0054 286 .0081 .0028 .0054 287 .0081 .0027 .0053 288 .0080 .0027 .0053 , TOTAL SOIL -LOSS VOLUE(ACRE -FEET) = 44.7361 TOTAL STORM RUNOFF VOLUE(ACRE -FEET) = 95.1041 // 24 -HOUR STORM RUNOFF HYDRO6RAPH HYDRO6RAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME (AF) 0(CFS) 0. 175.0 350.0 525.0 700.0 .083 .0129 1.88 0 . . .167 .0785 9.53 0 . . .250 .1830 15.16 0 . . . 333 .3024 17.35 0 . . .417 .4310 18.68 VQ . .500 .5659 19.58 VD . . . 583 .7052 20.23 VQ . . . 667 .8479 20.71 VQ . . . 750 .9932 21.11 VQ . . .833 1.1406 21.40 VQ . . .917 1.2897 21.64 VO . 1.000 1.4399 21.82 VQ . . 1.083 1.5913 21.97 VO . . 1.167 1.7434 22.09 VO . . 1.250 1.8959 22.14 VO . . . 1.333 2.0486 22.18 VO . . 1.417 2.2017 22.23 VQ . . 1.500 2.3551 22.27 VQ . . . 1.583 2.5087 22.31 .0 . . 1.667 2.6627 22.35 .0 . . 1.750 2.8169 22. 40 .0 . . . 1.833 2.9715 22.44 .0 . . 1.917 3.1264 22. 49 .0 . . 2.000 3.2816 22.53 .0 . . 2.083 3.4371 22.58 .0 . . 2.167 3.5929 22.63 .0 . . 2.250 3.7491 22.67 .0 . . . 2.333 3.9055 22. 72 .0 . 2.417 4.0623 22. 76 .0 . . 2.500 4.2194 22.81 .0 . . 2.583 4.3768 22.86 .0 . . 2.667 4.5345 22.90 .0 . . 2.750 4.6926 22. 95 .0 . . 2. 833 4.8510 23.00 .QV . 2.917 5.0097 23.05 .QV . . 3.000 5.1688 23.10 . QV . . 3.083 5.3282 23.14 .QV . . . 3.167 5.4879 23.19 .QV . . . 3.250 5.6480 23.24 .DV . . 3.333 5.8084 23.29 .DV . . . 3.417 5.9691 23.34 . QV . . . 3.500 6.1302 23.39 .QV . . . 3.583 6.2917 23.44 .QV . . 3.667 6.4535 23.49 . QV . . 3.750 6.6156 23.54 .QV . . 3.833 6.7781 23.60 .DV . . 3.917 6.9410 23.65 ,QV . . . 4.000 7.1042 23.70 .DV . . . 4.083 7.2677 23.75 .0 V . . . 4.167 7.4317 23.80 .0 V . . . 4.250 7.5960 23.86 .0 V . . . 4.333 7.7607 23.91 .0 V . . . 4.500 8.0911 24.02 .0 V . 9 // Z 4.583 8.2569 24.07 .0 V . . • 4.667 8.4231 24.13 .0 V . 4.750 8.5896 24.18 .0 V . 4.833 8.7565 24.24 .0 V . . . . 4.917 8.9238 24.29 .0 V . . 5.000 9.0915 24.35 .0 V . • • 5.083 9.2596 24.41 .0 V . 5.167 9.4281 24.46 .0 V . • 5.250 9.5970 24.52 .0 V . 5.333 9.7663 24.58 .0 V . • 5.417 9.9359 24.64 .0 V . • 5.500 10.1060 24.70 .0 V 5.583 10.2765 24.75 .0 V 5.667 10.4474 24.81 .0 V . 5.750 10.6187 24.87 .0 V . 5.833 10.7904 24.93 .0 V . 5.917 10.9625 24.99 .0 V . . . . 6.000 11.1351 25.05 .0 V . 6.083 11.3081 25.12 .0 V . 6.167 11.4815 25.18 .0 V . • 6.250 11.6553 25.24 .0 V . 6.333 11.8296 25.30 .0 V . 6.417 12.0043 25.37 .0 V . 6.500 12.1794 25.43 .0 V . 6.583 12.3550 25.49 .0 V . 6.667 12.5310 25.56 .0 V . . . 6.750 12.7075 25.62 .0 V . • 6.833 12.8844 25.69 .0 V . • 6.917 13.0618 25.76 .0 V . 7.000 13.2396 25.82 .0 V . 7.083 13.4179 25.89 .0 V . • 7.167 13.5967 25.96 .0 V . 7.250 13.7759 26.02 .0 V . 7.333 13.9556 26.09 .0 V . 7.417 14.1358 26.16 .0 V . . . 7.500 14.3165 26.23 .0 V . . . 7. 583 14.4976 26.30 .0 V . . . 7.667 14.6792 26.37 .0 V . . . 7.750 14.8614 26.44 .0 V . • 7.833 15.0440 26.52 .0 V . . . 7.917 15.2271 26.59 .0 V . . . 8.000 15.4103 26.60 .0 V . . . 8.083 15.5929 26.51 .0 V . 8.167 15.7765 26.66 .0 V . . . 8.250 15.9617 26.89 .0 V . . . 8.333 16.1480 27.05 .0 V . . . 8.417 16.3353 27.20 .0 V . • 8.500 16.5237 27.36 .0 V . • 8.583 16.7133 27.52 .0 V • • 8.667 16.9039 27.68 .0 V . . 8.750 17.0956 27.84 .0 V . 8.833 17.2885 28.01 .0 V . . . 8.917 17.4826 28.18 .0 V . . 9.000 17.6778 28.35 .0 V . 9.083 17.8743 28.53 .0 V . . 9.167 18.0720 28.71 .0 V . 9.250 18.2710 28.89 .0 V 9.333 18.4713 29.08 .0 V . . 9.417 18.6728 29.27 .0 V . . 9.500 18.8757 29.46 .0 V . . 9.583 19.0800 29.66 .0 V . 9.667 19.2856 29.86 .0 V . . . n �l A . A LM9 7A Af I. 11 9.917 19.9111 30.48 .0 V . / D 10.000 20.1226 30.70 .0 V . / 2 10.083 20.3355 30.92 .0 V . . 10.167 20.5501 31.15 .0 V . . 10.250 20.7662 31.38 .0 V . . 10.333 20.9840 31.62 .0 V . . 10.417 21.2034 31.86 .0 V . . 10.500 21.4245 32.11 .0 V. . 10.583 21.6474 32.36 .0 V. . 10.667 21.8720 32.62 .0 V. . 10.750 22.0984 32.88 .0 V. . 10.833 22.3268 33.15 .0 V. . 10.917 22.5570 33.43 .0 V. . 11.000 22.7892 33.71 .0 V. . 11.083 23.0233 34.00 .0 V. . 11.167 23.2596 34.30 .0 V. . 11.250 23.4979 34.61 .0 V. . 11.333 23.7384 34.92 .0 V. . 11.417 23.9811 35.24 . 0 V 11.500 24.2261 35.57 . 0 V . . 11.583 24.4734 35.91 . 0 V 11.667 24.7232 36.26 . 0 V . 11.750 24.9754 36.62 . 0 V . 11.833 25.2301 36.99 . 0 V 11.917 25.4875 37.37 . 0 V • 12.000 25.7476 37.76 . 0 V . . 12.083 26.0104 38.17 . 0 V 12.167 26.2761 38.58 . 0 .V 12.250 26.5448 39.01 . 0 .V 12.333 26.8165 39.46 . 0 .V . . 12.417 27.0914 39.92 . 0 .V . . 12.500 27.3696 40.39 . 0 .V 12.583 27.6512 40.88 . 0 .V 12.667 27.9362 41.39 . 0 .V 12.750 28.2249 41.92 • 0 .V . 12.833 28.5174 42.47 . 0 .V 12.917 28.8138 43.03 . 0 . V . . 13.000 29.1142 43.62 . 0 . V 13.083 29.4573 49.82 . 0 . V . 13.167 29.9607 73.10 . 0 . V 13.250 30.5804 89.97 . 0 . V . 13.333 31.2436 96.30 . 0 . V . 13.417 31.9318 99.93 . 0 . V 13.500 32.6359 102.24 . 0 . V . . 13.583 33.3503 103.72 . 0 . V . 13.667 34.0710 104.65 . 0 . V 13.750 34.7961 105.30 . 0 . V . 13.833 35.5236 105.63 . 0 . V . . 13.917 36.2519 105.74 . 0 . V 14.000 36.9796 105.67 . 0 . V . 14.083 37.7060 105.47 . 0 . V . 14.167 38.4303 105.17 . 0 . V . . 14.250 39.1508 104.61 . 0 . V . . 14.333 39.8672 104.03 . 0 . V . . 14.417 40.5795 103.43 . 0 . V . . 14.500 41.2875 102.79 . 0 . V . 14.583 41.. 9467 95.71 . 0 . V . . 14.667 42.4219 69.00 . 0 . V . . 14.750 42.7655 49.90 . 0 . V . . 14.833 43.0627 43.14 . 0 V . . 14.917 43.3357 39.64 . 0 V . . 15.000 43.5962 37.83 . 0 V . . 15.083 43.8520 37.14 . 0 . V . . 15.250 44.3709 38.04 0 V . 15.333 44.6428 39.48 . 0 V . I/ // 15.417 44.9293 41.60 . 0 . V . l 15.500 45.2359 44.51 . Q . V. . 15.583 45.5464 45.10 . 0 . V. . 15.667 45.7964 36.30 . 0 . V. . 15.750 46.0048 30.26 .0 . V. . 15.833 46.2095 29.72 .0 . V. 15.917 46.4884 40.49 . 0 . V. . 16.000 47.0589 82.84 . 0 . V. . 16.083 48.7430 244.54 . . 0 V . 16.167 53.1589 641.19 . . V . 0 . 16.250 57.0536 565.51 . . . V . 0 . 16.333 59.4815 352.54 . 0 V . 16.417 61.2482 256.51 . . 0 . V . 16.500 62.4215 170.37 . Q. . V . . 16.583 63.2323 117.73 . Q . . V . 16.667 63.9120 98.69 . 0 . . V . . 16.750 64.5211 88.44 . 0 . . V . . 16.833 65.0436 75.86 . 0 . . V . . 16.917 65.4976 65.93 . 0 . . V . . 17.000 65.8949 57.69 . 0 . V . . 17.083 66.2464 51.04 . 0 . . V . . 17.167 66.5593 45.42 . 0 . . V . . 17.250 66.8146 37.07 . 0 . . V . . • 17.333 67.0483 33.94 .0 . . V . . 17.417 67.2656 31.55 .0 . . V . . 17.500 67.4701 29.69 .0 . V . 17.583 67.7110 34.98 .Q . . V . . 17.667 68.1295 60.77 . 0 . . V . . 17.750 68.6806 80.02 . Q . . V . . 17.833 69.2842 87.65 . 0 . . V. . 17.917 69.9208 92.43 . 0 . . V. . 18.000 70.5808 95.83 . Q . . V. . 18.083 71.2583 98.38 . 0 . . V. . 18.167 71.9496 100.37 . 0 . . V . 18.250 72.6528 102.10 . 0 . . V . 18.333 73.3656 103.50 . 0 . . V . 18.417 74.0865 104.67 . 0 . . .V . 18.5 7 4.8142 105.66 . 0 . . .V . 18.583 75.5479 106.53 . Q . . .V . 1e.667 76.2868 107.30 . 0 . . . v . 18.750 7.0291 107.78 . 0 . . . V . 18.833 77.745 108.24 . 0 . . V . 18.917 78.5231 108.69 . 0 . . . V . 19.000 79.2746 109.12 . 0 . . . V . 19.083 79.9900 103.88 . 0 . . . V . 19.167 80.5484 81.08 . 0 . . V . 19.250 80.9896 64.06 . 0 . . . V . 19.1 ., ,, 41.3836 57.21 . 0 . . . V . 19.417 81.7479 52.89 . 0 . . . V . 19.500 82.0910 49.82 . 0 . . V . 19.583 82.4181 47.50 . 0 . . V . 19.667 82.7328 45.69 . Q . . V . 19.750 83.0367 44.13 Q . V 19.833 83.3318 42.86 Q . V 19.917 83.6196 41.79 Q . V 20. 0( 33.9013 40.89 . 0 . . V . 20.083 84.1774 40.10 Q . v 20.167 84.4488 39.44 Q . V 20.250 84.7171 38.96 Q . V 20.333 84.9825 3.53 Q . V 20.417 85.2450 38.12 Q . V 20.500 85.5047 37.71 Q . V 20.583 85.7617 37.32 . 9 . V • 20.667 86.0162 36.94 Q . V • 20.750 86.2681 36.57 Q . V . l / 1. 20.833 86.5175 36.22 Q . V . 20.917 86.7645 35.87 Q . V 21.000 87.0092 35.53 Q . V 21.083 87.2517 35.20 Q . V 21.167 87.4919 34.88 .Q . V 21.250 87.7300 34.57 .Q . V . 21.333 87.9659 34.26 .Q . V . 21.417 88.1999 33.97 .0 . V • 21.500 88.4318 33.68 .0 • V 21.583 88.6618 33.39 .0 . V . 21.667 88.8898 33.12 . Q . V . 21.750 89.1160 32.85 .0 . . V . 21.833 89.3404 32.58 .0 . . V 21.917 89.5631 32.33 .0 . . V . 22.000 89.7840 32.07 .Q . V . 22.083 90.0032 31.83 .0 . . V 22.167 90.2207 31.59 .0 . . V 22.250 90.4367 31.35 .0 . ▪ V . 22. 333 90.6510 31.12 .0 . ▪ V • 22.417 90.8637 30.89 .0 . ▪ V 22.500 91.0750 30.67 .0 . ▪ V 22. 583 91.2848 30.46 .0 . • V 22. 667 91.4930 30.25 .0 . ▪ V • 22. 750 91.6999 30.04 .0 . V 22.833 91.9054 29.83 .0 . ▪ V 22.917 92.1094 29.63 .0 . V 23.000 92.3122 29.44 .0 . . • V 23.083 92.5136 29.24 .0 . . ▪ V 23.166 92.7137 29.06 .0 . . ▪ V • 23.250 92.9125 28.87 .0 V. 23.333 93.1100 28.68 .0 . . V. 23.416 93.3064 28.51 .9 . . V. 23.500 93.5015 28.33 .Q . V. 23.583 93.6954 28.16 .0 . V. 23.666 93.8882 27.99 .0 . . . V. 23.750 94.0798 27.82 .0 . . . V. 23.k• .; 27.66 .0 . . . V. 23.916 94.4596 27.50 .0 . . V. 24.000 94.6479 27.34 .0 . . . V. 24.083 94.8191 24.86 .Q . . V. 24.166 94.9242 15.25 0 . . . V. 24.250 94.9807 8.22 0 . . V. 24.333 95.0'186 5.49 0 . . V. 24.416 95.0451 3.86 0 . . V. 24.500 95.0642 2.76 0 . V. 24.583 95.0778 1.99 0 . . V. 24.666 95.0877 1.43 0 . V. 24.750 95.0945 .98 0 • . V. 24.833 95.0990 .66 Q . V. 24.916 95.1019 .41 0 . . V. 25. oi■ )35 .24 Q . V. 25.083 95.1042 .10 0 . . V IHH1441HHHI PROJECT: _ (- �ti,'(G� -i p DATE: 7 -/v /r' ENGINEER: ( 1. Enter the length of the longest watercourse (feet) /a, ¢0 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the / watershed area (feet) ¢L 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) (9e 4. Enter the SBC basin factor 0. 0/ (— S. Enter the watershed area (acres) ¢?-v 6. Enter baseflow (cfs /square mile) p . 7. Enter SBC S -Graph proportions (decimal) • Valley Foothill Mountain _ Desert 8. Enter adjusted loss rate (inch/hour) 0.4/ 9. Enter low loss rate percentage (decimal) 0.3¢ 10. Enter watershed area - averaged 5-minute point rainfall (inches) * D • Enter watershed area- averaged 30- minute point rainfall (inches)* D 8 S Enter watershed area - averaged 1-hour point rainfall (inches) * / • / Enter watershed area - averaged 3 -hour point rainfall (inches) * / Enter watershed area - averaged 6 -hour point rainfall (inches) * Enter watershed area - averaged 24 -hour point rainfall (inches) * • 8 11. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDR OGRAPH HYDROLOGY MANUAL INFORMATION FORM UNIT- HYDRO6RAPH ANALYSIS i((l((l (((l(((((((((l!(( {((((llll((((O )))))) ))))))))))))))))))))))))))))))) IC) Copyright 1983 Advanced Engineering Software MS] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. i+:+++u+DESCRIPTION OF RESULTS HUNTER'S RIDGE 'TOTAL AREA INTO SAN SEVAINE BASIN' f 10 YEAR STORM 'DEVELOPED' } t t ff WATERCOURSE LENGTH = 10400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 860.000 FEET MANNIN6S FRICTION FACTOR ALONG WATERCOURSE = .015 WATERSHED AREA = 420.000 ACRES WATERCOURSE 'LAG' TIME = .135 HOURS UNIT HYDR06RAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 61.948 HYDR06RAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 LOW SOIL-LOSS RATE PERCENTAGE(DECIMAL) = .340 VALLEY S -6RAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .52 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) _ .85 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.10 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 1.80 SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 2.80 #(YDR0GRAPH MODEL 111 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .994 30- MINUTE FACTOR = .994 1-HOUR FACTOR = .997 3 -HOUR FACTOR = .998 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 (l((((((l( {({(l(lllll(! I( IIl{(l( O)))))) ))))))))))))))))))))))))))))) }) SERIAL No. AOO/81 REV. 1.5 RELEASE DATE: 4/20/83 /J , 12 (((((((((((((((((((((((((((((((((((((())))))) ))))))))))))))))))))))))))))))) UNIT HYDR06RAPH DETERMINATION INTERVAL 'S' 6RAPH MIT HYDR06RAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 8.663 440.025 2 43.971 1793.431 3 69.903 1317.196 4 79.889 507.218 5 85.866 303.586 6 89.882 203.999 7 92.708 143.513 8 94.734 102.931 9 96.381 83.666 10 97.581 60.935 11 98.474 45.388 12 99.124 32.993 13 99.624 25.397 14 100.000 19.098 /0 P 5//2 UNIT WIT WIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUJBER) (INCHES) (INCHES) (INCHES) 1 .0031 .0011 .0020 2 .0031 .0011 .0021 3 .0031 .0011 .0021 4 .0031 .0011 .0021 5 .0031 .0011 .0021 6 .0031 .0011 .0021 7. .0031 .0011 .0021 8 .0032 .0011 .0021 . 9 .0032 .0011 .0021 10 .0032 .0011 .0021 . 11 .0032 .0011 .0021 12 .0032 .0011 .0021 13 .0032 .0011 .0021 14 .0032 .0011 .0021 15 .0032 .0011 .0021 16 .0032 .0011 .0021 17 .0032 .0011 .0021 18 .0032 .0011 .0021 19 .0032 .0011 .0021 20 .0033 .0011 .0021 21 .0033 .0011 .0022 22 .0033 .0011 .0022 23 .0033 .0011 .0022 24 .0033 .0011 .0022 25 .0033 .0011 .002E 26 .0033 .0011 .0022 27 .0033 .0011 .0022 28 .0033 .0011 .0022 29 .0033 .0011 .0022 30 .0033 .0011 .0022 31 .0033 .0011 .0022 32 .0034 .0011 .0022 33 .0034 .0011 .0022 34 .0034 .0011 .0022 35 .0034 .0011 .0022 36 .0034 .0012 .0022 37 .0034 .0012 .0022 38 .0034 .0012 .0022 39 .0034 .0012 .0023 40 .0034 .0012 .0023 41 .0034 .0012 .0023 42 .0034 .0012 .0023 43 .0035 .0012 .0023 44 .0035 .0012 .0023 45 .0035 .0012 .0023 46 .0035 .0012 .0023 17 • V■J•! . VV 14:: . VVCJ h2, 50 .0035 .0012 .0023 !b 4 51 .0035 .0012 .0023 52 .0035 .0012 .0023 53 .0036 .0012 .0023 54. .0036 .0012 .0024 55 .0036 .0012 .0024 56 .0036 .0012 .0024 57 .0036 .0012 .0024 58 .0036 .0012 .0024 59 .0036 .0012 .0024 60 .0036 .0012 .0024 61 .0036 .0012 .0024 62 .0036 .0012 .0024 63 • .0037 .0012 .0024 64 .0037 .0012 .0024 . 65 .0037 .0013 .0024 66 .0037 .0013 .0024 67 .0037 .0013 .0024 68 .0037 .0013 .0025 69 .0037 .0013 .0025 70 .0037 .0013 .0025 71 .0038 .0013 .0025 72 .0038 .0013 .0025 73 .0038 .0013 .0025 74 .0038 .0013 .0025 75 .0038 .0013 .0025 76 .0038 .0013 .0025 77 .0038 .0013 .0025 78 .0038 .0013 .0025 79 .0038 .0013 .0025 80 .0039 .0013 .0025 81 .0039 .0013 .0026 82 .0039 .0013 .0026 83 .0039 .0013 .0026 84 .0039 .0013 .0026 85 .0039 .0013 .0026 86 .0039 .0013 .0026 87 .0040 .0013 .0026 88 .0040 .0013 .0026 89 .0040 .0014 .0026 90 .0040 .0014 .0026 91 .0040 .0014 .0026 92 .0040 .0014 .0027 93 .0040 .0014 .0027 94 .0040 .0014 .0027 95 .0041 .0014 .0027 96 .0040 .0014 .0026 97 .0041 .0014 .0027 98 .0041 .0014 .0027 99 .0042 .0014 .0027 100 .0042 .0014 .0028 101 .0042 .0014 .0028 102 .0043 .0014 .0028 103 .0043 .0015 .0028 104 .0043 .0015 .0028 105 .0044 .0015 .0029 106 .0044 .0015 .0029 107 .0044 .0015 .0029 108 .0045 .0015 .0029 109 .0045 .0015 .0030 110 .0045 .0015 .0030 - 111 .0046 .0016 .0030 112 .0046 .0016 .0030 In .Wit! .0vlb .0031 b-7-/ f 116 .0048 .0016 .0031 / ! Z 117 .0048 .0016 .0032 118 .0049 .0017 .0032 119 .0049 .0017 .0032 _ 120 .0049 .0017 .0033 121 .0050 .0017 .0033 122 .0050 .0017 .0033 123 .0051 .0017 .0034 124 .0051 .0017 .0034 125 .0052 .0018 .0034 126 .0052 .0018 .0035 127 .0053 .0018 .0035 128 .0054 .0018 .0035 129 .0054 .0018 .0036 130 .0055 .0019 .0036 131 .0055 .0019 .0037 132 .0056 .0019 .0037 133 .0057 .0019 .0037 134 .0057 .0019 .0038 135 .0058 .0020 .0038 136 .0059 .0020 .0039 137 .0059 .0020 .0039 138 .0060 .0020 .0040 . 139 .0061 .0021 .0040 140 .0062 .0021 .0041 . 141 .0062 .0021 .0041 142 .0063 .0022 .0042 143 .0064 .0022 .0042 144 .0065 .0022 .0043 145 .0066 .0022 .0044 146 .0067 .0023 .0044 147 .0068 .0023 .0045 148 .0069 .0023 _ .0046 149 .0070 .0024 .0046 150 .0071 .0024 .0047 151 .0072 .0025 .0048 152 .0074 .0025 .0049 153 .0075 .0025 .0049 154 .0076 .0026 .0050 155 .0077 .0026 .0051 156 .0079 .0027 .0052 157 .0067 .0023 .0044 158 .0068 .0023 .0045 159 .0069 .0024 .0046 160 .0071 .0024 .0047 161 .0073 .0025 .0048 162 .0074 .0025 .0049 163 .0076 .0026 .0050 164 .0078 .0027 .0052 165 .0080 .0027 .0053 166 .0083 .0028 .0054 167 .0085 .0029 .0056 168 .0087 .0030 .0058 169 .0090 .0031 .0060 170 .0093 .0032 .0061 171 .0096 .0033 .0064 172 .0100 .0034 .0066 173 .0103 .0035 .0068 174 .0108 .0037 .0071 175 .0121 .0041 .0080 176 .0126 .0043 .0083 177 .0131 .0045 .0087 178 .0138 .0047 .0091 181 .0163 .0055 .0107 / � n 182 .0174 .0059 .0115 ( �IJ 47 // Z 183 .0187 .0064 .0123 184 .0202 .0069 .0134 185 .0221 .0075 .0146 186 .0245 .0083 .0162 187 .0352 .0120 .0232 188 .0373 .0127 .0246 189 .0397 .0135 .0262 ' 190 .0461 .0157 .0304 191 .0412 .0140 .0272 192 .0573 .0195 .0378 193 .5169 .0342 .4828 194 .1083 .0342 .0741 195 .0735 .0250 .0485 196 .0477 .0162 .0315 197 .0503 .0171 .0332 198 .0425 .0145 .0281 199 .0245 .0083 .0162 200 .0221 .0075 .0146 201 .0202 .0069 .0134 202 .0187 .0064 .0123 203 .0174 .0059 .0115 204 .0163 .0055 .0107 205 .0153 .0052 .0101 206 .0145 .0049 .0096 . 207 .0138 .0047 .0091 208 .0131 .0045 .0087 209 .0126 .0043 .0083 210 .0121 .0041 .0080 211 .0108 .0037 .0071 212 .0103 .0035 .0068 213 .0100 .0034 .0066 214 .0096 .0033 .0064 215 .0093 .0032 .0061 216 .0090 .0031 .0060 217 .0087 .0030 .0058 218 .0085 .0029 .0056 219 .0083 .0028 .0054 220 .0080 .0027 .0053 . 221 .0078 .0027 .0052 222 .0076 .0026 .0050 223 .0074 .0025 .0049 224 .0073 .0025 .0048 225 .0071 .0024 .0047 226 .0069 .0024 .0046 227 . 0068 .0023 .0045 228 .0067 .0023 .0044 229 .0079 .0027 .0052 230 .0077 .0026 .0051 231 .0076 .0026 .0050 232 .0075 .0025 .0049 233 .0074 .0025 .0049 234 .0072 .0025 .0048 235 .0071 .0024 .0047 236 .0070 .0024 .0046 237 .0069 .0023 .0046 238 .0068 . 0023 . 0045 239 .0067 .0023 .0044 240 .0066 .0022 .0044 241 .0065 .0022 .0043 242 .0064 .0022 .0042 243 .0063 .0022 .0042 244 .0062 .0021 .0041 e r . uwu . vucu . uu4u / (�y L' 1) / 11i 248 .0059 .0020 .0039 1 o // 249 .0059 .0020 .0039 250 .0058 .0020 .0038 251 .0057 .0019 .0038 252 .0057 .0019 .0037 253 .0056 .0019 .0037 254 .0055 .0019 .0037 255 .0055 .0019 .0036 256 .0054 .0018 .0036 257 .0054 .0018 .0035 258 .0053 .0018 .0035 259 .0052 .0018 .0035 260 .0052 .0018 .0034 261 .0051 .0017 .0034 262 .0051 .0017 .0034 263 .0050 .0017 .0033 264 .0050 .0017 .0033 265 .0049 .0017 .0033 266 .0049 .0017 .0032 267 .0049 .0017 .0032 268 .0048 .0016 .0032 269 .0048 .0016 .0031 270 .0047 .0016 .0031 271 .0047 .0016 .0031 272 .0046 .0016 .0031 273 .0046 .0016 .0030 274 .0046 .0016 .0030 275 .0045 .0015 .0030 276 .0045 .0015 .0030 277 .0045 .0015 .0029 278 .0044 .0015 .0029 279 .0044 .0015 .0029 280 .0044 .0015 .0029 281 .0043 .0015 .0028 282 .0043 .0015 .0028 283 .0043 .0014 .0028 284 .0042 .0014 .0028 285 .0042 .0014 .0028 286 .0042 .0014 .0027 287 .0041 .0014 .0027 288 .0041 .0014 .0027 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 28.2441 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 69.6398 Dr.') r //7 c, 24 -HOUR STORM RUNOFF HYDRO6RAPH HYDRO6RAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 . 083 .0062 .90 Q . . 167 .0377 4.58 Q . . 250 .0879 7.28 0 . .333 .1453 8.34 Q . .417 .2071 8.98 0 . . . . 500 .2720 9.42 Q . . . . 583 .3391 9.74 0 . . 667 .4077 9.97 Q . .750 .4778 10.17 0 .833 .5488 10.31 0 . . 917 .6207 10.43 Q . 1.000 .6931 10.53 Q . 1.083 .7662 10.60 0 . 1.167 .8397 10.67 Q . 1.250 .9133 10.69 0 . 1.333 .9872 10.72 0 . 1.417 1.0612 10.75 Q . 1.500 1.1354 10.78 0 . 1.583 1.2098 10.80 0 1.667 1.2844 10.83 0 . 1.750 1.3591 10.86 Q . 1.833 1.4341 10.88 0 1.917 1.5093 10.91 Q 2.000 1.5846 10.94 0 . 2.083 1.6601 10.97 0 . 2.167 1.7359 11.00 0 . 2.250 1.8118 11.03 QV . 2.333 1.8879 11.05 QV . 2.417 1.9642 11.08 QV . 2.500 2.0408 11.11 QV . 2.583 2.1175 11.14 QV . 2.667 2.1944 11.17 QV . 2.750 2.2715 11.20 QV . 2.833 2.3489 11.23 QV . . 2.917 2.4264 11.26 QV . 3.000 2.5041 11.29 QV . 3.083 2.5821 11.32 QV . . 3.167 2.6602 11.35 QV . 3.250 2.7386 11.38 QV . 3.333 2.8172 11.41 QV . 3.583 . U 2 11.5u UV . n 3.66 / 3.1337 11.54 QV . . / b P - j L 3.750 3.2133 11.57 QV . . 3.833 3.2932 11.60 QV- . 3.917 3.3733 11.63 QV . 4.000 3.4537 11.66 QV . . ' 4.083 3.5342 11.70 Q V . 4.167 3.6150 11.73 Q V . 4.250 3.6960 11.76 Q V . 4.33< 3.7773 11.80 Q V . 4.417 3.8588 11.83 0 V . 4.500 3.9405 11.87 0 V . 4.583 4.0225 11.90 Q V . 4.667 4.1046 11.93 0 V . 4.750 4.1871 11.97 0 V . . 4.83.E 4. ?f,97 12.00 0 V 4.917 4.3526 12.04 0 V . . . 5.000 4.4358 12.07 0 V . 5.083 4.5192 12.11 0 V . 5.167 4.6029 12.15 0 V . 5.250 4.6868 12.18 0 V . 5.333 4.7709 12.22 0 V . . . 5.417 4.8553 12.26 0 V . 5.500 4.9400 12.29 0 V . 5.583 5.0249 12.33 0 V . . 5.667 5.1101 12.37 0 V . . 5.750 5.1955 12.41 0 V . 5.833 5.2812 12.44 0 V . 5.917 5.3672 12.48 0 V . 6.000 5.4534 12.52 0 V . . . 6.083 5.5399 12.56 0 V . . 6.167 5.6267 12.60 0 V . . 6.250 5.7137 12.64 0 V . . 6.333 5.8011 12.68 .0 V . . 6.417 5.8887 12.72 0 V . . 6.500 5.9765 12.76 0 V . . 6.583 6.0647 12.80 0 V . . . 6.667 6.1532 12.84 0 V . . . 6.750 6.2419 12.88 0 V . . 6.833 6.3309 12.93 0 V . . . 6.917 6.4202 12.97 0 V . . . 7.000 6.5098 13.01 0 V . . . 7.083 6.5997 13.05 Q V . . . 7.167 6.6899 13.10 0 V . . . 7.250 6.7805 13.14 0 V . . . 7.3_ <,s 6.8713 13.19 0 V 7.417 6.9624 13.23 0 V . . . 7.500 7.0538 13.27 Q V . . . 7.583 7.1455 13.32 0 V . . . 7.667 7.2376 13.37 0 V . . 7.750 7.3299 13.41 0 V . . . 7.833 7.4226 13.46 0 V . . 7.917 7.5156 13.50 0 V . . 8.000 7.6088 13.52 0 V . . 8.083 7.7016 13.49 0 V . . 8.167 7.7951 13.58 0 V . . 8.250 7.8895 13.71 0 V . . 8.333 7.9846 13.81 0 V . • 8.417 8.0804 13.91 0 V . . 8.500 8.1769 14.01 0 V . . 8.583 8.2741 14.11 0 V . . 8.61.7 8.3720 14.21 0 V . . . 8.750 8.4706 14.32 0 V . . . A. 83 P, ` 14.43 0 V . . 9.083 8.8728 14.77 Q V . . /� 9.167 8.9753 14.89 Q V . / / D 1) /p /, 9.250 9.0787 15.01 Q V • 9.333 9.1829 15.13 Q V . 9.417 9.2880 15.26 0 V . 9.500 9.3940 15.39 Q V . 9.583 9.5009 15.52 0 V . 9.667 9.6087 15.65 Q V 9.750 9.7175 15.79 0 V . 9.833 9.8272 15.93 0 V . 9.917 9.9379 16.07 0 V . 10.000 10.0496 16.22 Q V . 10.083 10.1623 16.37 Q V . 10.167 10.2761 16.52 Q V . 10.250 10.3909 16.68 0 V . 10.333 10.5069 16.84 Q V . 10.417 10.6240 17.00 0 V . 10.500 10.7422 17.17 0 V . 10.583 10.8617 17.34 0 V . 10.6 ,7 10.9823 17.52 Q V . 10.750 11.1042 17.70 0 V . 10.833 11.2274 17.88 0 V . . 10.917 11.3518 18.07 0 V . 11.000 11.4777 18.27 0 V . 11.083 11.6049 18.47 Q V . 11.167 11.7335 18.68 Q V . 11.250 11.8636 18.89 Q V . 11.333 11.9952 19.11 0 V . 11.417 12.1283 19.33 Q V . 11.500 12.2631 19.56 0 V . 11.583 12.3995 19.80 Q V . . 11.667 12.5375 20.05 Q V . . 11.750 12.6773 20.30 Q V . . 11.833 12.8189 20.56 Q V . . 11.917 12.9624 20.83 Q V . . 12.000 13.1078 21.11 0 V . . 12.083 13.2551 21.40 Q V . . 12.1F. 13.4046 21.69 0 V 12.250 13.5561 22.00 0 V . . 12.333 13.7098 22.32 Q V . . 12.417 13.8659 22.65 0 V . . 12.500 14.0242 23.00 0 V . 12.583 14.1851 23.36 Q V . . 12.667 14.3485 23.73 Q V . . 12.750 14.5146 24.11 Q V . • 12.833 14.6834 24.51 Q V . 12.917 14.8551 24.93 Q V . . 13.000 15.0298 25.37 .0 V . . 13.083 15.2049 25.42 .0 V . . 13.167 15.3719 24.25 0 V . . 13.250 15.5338 23.52 Q V . . 13.333 15.6959 23.53 0 V. . 13.417 15.8596 23.76 0 V. 13.500 16.0255 24.10 Q V. 13.583 16.1944 24.52 0 V. . 13.667 16.3666 25.00 .Q V. . 13.750 16.5425 25.54 .0 V. . 13.833 16.7225 26.14 .0 V. . 13.917 16.9070 26.79 .0 V. . 14.000 17.0963 27.49 .0 V. . 14.083 17.2909 28.25 .0 V. . 14.167 17.4912 29.08 .0 V 14.250 17.6976 29.98 Al V . 14.333 17.9108 30.95 .0 V . . I A L 4 7 I n 474 9.f M (1 11 14.583 18.5978 34.62 .Q V 14.667 18.8526 36.99 .0 V . . / V ' 1/' 0 1/ /` 14.750 19.1230 39.26 .0 V . . . o 14.833 19.4070 41.25 .0 .V . 14.917 19.7053 43.32 .0 .V 15.000 20.0191 45.56 .0 .V 15.083 20.3501 48.05 .0 .V 15.167 20.7003 50.85 . 0 .V . 15.250 21.0726 54.06 . 0 . V 15.333 21.4707 57.79 . 0 . V 15.417 21.8990 62.20 . 0 . V 15.500 22. 3640 67.51 . 0 . V 15.583 22.8894 76.30 . 0 . V 15.667 23.5304 93.07 . 0 . V 15.750 24.2693 107.28 . Q . V 15.833 25.0852 118.47 . 0 . V 15.917 25.9825 130.30 . 0 V . 16.000 26.9329 137.99 . 0 . V 16.083 29.3637 352.95 . . 0 V . 16.167 36.1565 986.31 . . V 0. 16.250 41.9052 834.71 . . . V . 0 . 16.333 45.1609 472.73 . . 0 . V . 16.417 47.5013 339.82 . . 0 . V . . 16.500 49.3881 273.96 . 0 . V . . 16.583 50.9533 227.28 . Q. . V. . 16.667 52.1739 177.22 . 0 . . V. . 16.750 53.1712 144.81 . 0 . . V . 16.833 54.0055 121.14 . 0 . . .V . 16.917 54.7205 103.81 . 0 . . .V . 17.000 55.3394 89.87 . 0 . . .V . 17.083 55.8881 79.67 . 0 . . . V . ' 17.167 56.3777 71.09 . Q . . V . 17.250 56.7747 57.66 . 0 . . V . 17.333 57.1395 52.95 . 0 . . . V . 17.417 57.4794 49.36 .Q . . . V . 17.500 57.7998 46.52 .Q . . . V . 17.583 58.1011 43.75 .0 . . V . 17.667 58.3808 40.61 . . V . 17.750 58.6435 38.15 .0 . . . V . 17. A3:4 58.8938 36.33 .0 . . . V . 17.917 59.1333 34.78 .Q . . V . 18.000 59.3633 33.40 .0 . . V . 18.083 59.5849 32.17 .0 . . . V . 18.167 59.7988 31.05 .0 . . . V . 18.250 60.0056 30.03 .0 . . . V . 18.333 60.2059 29.09 . Q . . . V . 18.417 60.4003 28.22 .Q . . . V . 18.500 60.5891 27.42 .0 . . . V . 18.583 60.7728 26.67 .0 . . . V . 18.667 60.9516 25.97 .0 . . . V . 18.750 61.1260 25.32 .0 . . . V . 18.833 61.2962 24.71 0 . . V . 18.917 61.4624 24.13 0 . . . V . 19.000 61.6249 23.59 0 . . . V . 19.083 61.7865 23.47 0 . . . V . 19.167 61.9560 24.60 0 . V . 19.250 62.1303 25.31 . . . . V . 19.333 62.3044 25.29 .0 . . . V . 19.417 62.4773 25.10 .0 . . . V . 19.500 62.6483 24.84 0 . . . V . 19.583 62.8173 24.54 0 . . . V . 19.667 62.9841 24.22 0 . . . V . 19.750 63.1486 23.90 0 . . . V . 19.833 63.3110 23. 57 0 . . V . • 20.167 63.9379 22.28 0 . V 20.250 64.0892 21.97 Q . . V . 20.333 64.2384 21.66 Q . . V . 20.417 64.3855 21.36 Q . . V . 20. 500 64.5307 21.08 0 . . V . 20.583 64.6739 20.80 0 . . V . 20.667 64.8153 20.53 Q . . V . 20.750 64.9549 20.27 0 . . V . 20.833 65.0927 20.02 Q . . V 20.917 65.2289 19.77 0 . V 21.000 65.3634 19.53 0 . . V . 21.083 65.4964 19.30 0 . . V . 21.167 65.6278 19.08 0 . . . V . 21.250 65.7577 18.86 0 . . V . 21.333 65.8861 18.65 Q . V • 21.417 66.0132 18.45 0 . . V . 21.500 66.1388 18.25 Q . V 21.583 66.2631 18.05 0 V . 21.667 66.3861 17.86 0 V . 21.750 66.5079 17.67 0 . ▪ V . 21.833 66.6283 17.49 0 . • V . 21.917 66.7476 17.32 0 . • V . 22.000 66.8657 17.15 0 . V . 22.083 66.9827 16.98 0 . V . 22. 167 67.0985 16.82 Q . ▪ V . 22.250 67.2132 16.66 0 . V . 22.333 67.3268 16.50 0 . V . 22.417 67.4394 16.35 0 . . V . 22.500 67.5510 16.20 Q . V . 22.583 67.6616 16.05 0 . . V . 22.667 67.7712 15.91 Q . V . 22.750 67.8798 15.77 0 . V . 22.833 67.9875 15.64 9 . V. 22.917 68.0942 15.50 0 . V. 23.000 68.2001 15.37 0 . V. 23.083 68.3051 15.24 0 . V. 23.166 68.4092 15.12 0 . V. 23.250 68.5125 15.00 0 . V. 23. < t fa' , ' 49 14.87 0 V. 23.416 68.7166 14.76 0 . V. 23.500 68.8174 14.64 0 . V. 23.583 68.9174 14.53 0 V. 23.666 69.0167 14.42 0 V. 23.750 69.1153 14.31 0 . V. 23.833 69.2131 14.20 Q . V. 23.916 69.3101 14.09 0 . V. 24.000 69.4065 13.99 0 . V. 24.083 69.4940 12.71 Q . V. 24.166 69.5477 7.80 Q . V. 24.250 69.5767 4.20 0 . V. 24.3: < 69.5960 2.81 0 . V. 24.416 69.6096 1.97 0 . V. 24.500 69.6193 1.41 Q . V. 24.583 69.6263 1.02 Q . V. 24.666 69.6314 .73 0 . V. 24.750 69.6348 .50 0 . V. 24.833 69.6371 .34 0 V. 24.916 69.6386 .21 0 . V. 25.000 69.6394 .12 0 . V. 25.083 69.6398 .05 0 . V PROJECT: i-i-vr.rreAjS Cpl. DZ44. DATE: "2-76-5797 m k MieA Ta Shy %.t9✓a. -r kJa ENGINEER: )44 14,-- .11MLIM CireVL. 1. Enter the length of the longest watercourse (feet) / � , ¢00 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the watershed area (feet) 424re 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) 86 D 4. Enter the SBC basin factor 0.0 3 O 5. Enter the watershed area (arses) 47-0 6. Enter baseflow (cfs /square mile) m • 7. Enter SBC S -Graph proportions (decimal) Valley _ Foothill Mountain Desert 8. Enter adjusted loss rate (inch/hour) 0.6.6 9. Enter low loss rate percentage (decimal) 0.59 10. Enter watershed area - averaged 5- minute point rainfall (inches) * 0.5 Enter watershed area- averaged 30- minute point rainfall (inches)* O.8 c Enter watershed area - averaged 1 -hour point rainfall (inches) * / / Enter watershed area - averaged 3 -hour point rainfall (inches) * 1. S Enter watershed area - averaged 6 -hour point rainfall (inches) * / • r Enter watershed area - averaged 24 - hour point rainfall (inches) * 2. 11. Enter 24 - hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDROGRAPH HYDROLOGY MANUAL INFORMATION FORM //1 UNIT- HYDROGRAPH ANALYSIS !((((((((ll(((((((((l(((((((((l(((((( O)))))) ))))))))))))))))))))))))))))))) (C) Copyright 1983 Advanced Engineering Software [WS] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. (((((l((l(((((((((((((((((((((((((((( O)))))) ))))))))))))))))))))))))))))))) E*********DESCRIPTION OF RESULTS 4 HUNTER'S RIDGE 'TOTAL AREA INTO SAN SEVAINE BASIN' * :.10 YEAR STORM 'UNDEVELOPED' * WATERCOURSE LENGTH = 10400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 860.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE = .030 WATERSHED AREA = 420.000 ACRES WATERCOURSE 'LA6' TIME = .269 HOURS UNIT HYDR06RAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LA6 -TIME = 30.974 HYDR06RAPH BASEFLOW =. 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .660 LOW SOIL -LOSS RATE PERCENTAGE(DECIMAL) _ .590 VALLEY S-6RAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL (INCH)= .52 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = .85 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.10 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 1.80 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 2.80 *HYDROGRAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .994 30- MINUTE FACTOR = .994 1-HOUR FACTOR = .997 3-HOUR FACTOR = .998 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 ((((((((((((((( l((( l( l((((((((((((l(( O)))))) ))))))))))))))))))))))))))))))) lllwry ari Gnel i rm. i ru. Snf4.urme racql REV. 1.5 RELEASE DATE: 4/20/83 V / /f) 2_//. /U ((((( l((((((((((((((((((((((((( l(((((())))))) ))))))))))))))))))))))))))))))) 1 UNIT HYDR06RAPH DETERMINATION INTERVAL 'S' GRAPH UNIT HYDRO6RAPH NUMBER MEAN VALUES ORDINATES(CFS1_ 1 3.028 153.812 2 14.298 572.426 3 33.819 991.531 4 54.124 1031.374 5 66.398 623.475 6 73.408 356.068 7 78.069 236.747 8 81.709 184.874 9 84.664 150.101 10 87.068 122.097 11 89.014 98.835 12 90.751 88.223 13 92.134 70.287 14 93.281 58.232 15 94.265 50.000 16 95.203 47.633 17 96.041 42.579 18 96.721 34.553 19 97.314 30.120 20 97.847 27.071 21 98.347 25.397 22 98.847 25.397 23 99.347 25.397 24 99.847 25.397 25 100.000 7.750 . v 6 . 3/13 UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INDIS) (INDIES) (INCPES) • 1 .0031 .0018 .0013 2 .0031 .0018 .0013 3 .0031 .0018 .0013 4 .0031 .0018 .0013 5 .0031 .0018 .0013 6 .0031 .0019 .0013 7 .0031 .0019 .0013 8 .0032 .0019 .0013 9 .0032 .0019 .0013 10 .0032 .0019 • .0013 11 .0032 .0019 .0013 12 .0032 .0019 .0013 13 .0032 .0019 .0013 14 .0032 .0019 .0013 15 .0032 .0019 .0013 16 .0032 .0019 .0013 17 .0032 .0019 .0013 . 18 .0032 .0019 .0013 19 .0032 .0019 .0013 20 .0033 .0019 .0013 21 .0033 .0019 .0013 22 .0033 .0019 .0013 23 .0033 .0019 .0013 24 .0033 .0019 .0013 25 .0033 .0019 .0014 26 .0033 .0019 .0014 27 .0033 .0020 .0014 28 .0033 .0020 .0014 29 .0033 .0020 .0014 30 .0033 .0020 .0014 31 .0033 .0020 .0014 32 .0034 .0020 .0014 33 .0034 .0020 .0014 34 .0034 .0020 .0014 35 .0034 .0020 .0014 36 .0034 .0020 .0014 17 . 0034 _00, .0014 J7 . UVJ4 . MKV . W 1'1 40 .0034 .0020 .0014 f Ly✓ - U3 . 41/5 41 .0034 .0020 .0014 < _ a 42 .0034 .0020 .0014 43 .0035 .0020 .0014 . 44 .0035 .0020 .0014 45 .0035 .0020 .0014 46 .0035 .0021 .0014 47 .0035 .0021 .0014 48 .0035 .0021 .0014 49 .0035 .0021 .0014 50 0035 .0021 .0014 51 .0035 .0021 .0014 52 .0035 .0021 .0015 53 .0036 .0021 .0015 54 .0036 .0021 .0015 55 . .0036 .0021 .0015 . 56 .0036 .0021 .0015 57 .0036 .0021 .0015 58 .0036 .0021 .0015 59 .0036 .0021 .0015 60 .0036 .0021 .0015 61 .0036 .0021 .0015 62 .0036 .0022 .0015 63 .0037 .0022 .0015 64 .0037 .0022 .0015 65 .0037 .0022 .0015 66 .0037 .0022 .0015 67 .0037 .0022 .0015 68 .0037 .0022 .0015 69 .0037 .0022 .0015 70 .0037 .0022 .0015 71 .0038 .0022 .0015 72 .0038 .0022 .0015 73 .0038 .0022 .0015 74 .0038 .0022 .0016 75 .0038 .0022 .0016 76 .0038 .0022 .0016 77 .0038 .0023 .0016 78 .0038 .0023 .0016 79 .0038 .0023 .0016 80 .0039 .0023 .0016 81 .0039 .0023 .0016 82 .0039 .0023 .0016 83 . 0039 .0023 .0016 84 .0039 .0023 .0016 85 .0039 .0023 .0016 86 .0039 .0023 .0016 87 .0040 .0023 .0016 88 .0040 .0023 .0016 89 .0040 .0023 .0016 90 .0040 .0024 .0016 • 91 .0040 .0024 .0016 92 .0040 .0024 .0016 93 .0040 .0024 .0017 94 .0040 .0024 .0017 95 .0041 .0024 .0017 96 :.0040 .0023 .0016 97 .0041 .0024 .0017 98 . 0041 .0024 .0017 99 .0042 .0025 .0017 • 100 .0042 .0025 .0017 , 101 .0042 .0025 .0017 102 .0043 .0025 .0017 1U5 .0044 .0026 . u018 106 .0044 .0026 .0018 / Vi- • V D -S-// 3 107 .0044 .0026 .0018 108 .0045 .0026 .0018 109 .0045 .0027 .0018 _ 110 .0045 .0027 .0019 111 .0046 .0027 .0019 112 .0046 .0027 .0019 113 .0046 .0027 .0019 114 .0047 .0028 .0019 115 .0047 .0028 .0019 116 .0048 .0028 .0020 117 .0048 .0028 .0020 118 .0049 .0029 .0020 119 .0049 .0029 .0020 120 .0049 .0029 .0020 121 .0050 .0029 .0020 122 .0050 .0030 .0021 123 .0051 .0030 .0021 124 .0051 .0030 .0021 125 .0052 .0031 .0021 126 .0052 .0031 .0022 127 .0053 .0031 .0022 128 .0054 .0032 .0022 129 .0054 .0032 .0022 130 .0055 .0032 .0022 • 131 .0055 .0033 .0023 132 .0056 .0033 .0023 133 .0057 .0033 .0023 134 .0057 .0034 .0023 135 .0058 .0034 .0024 136 .0059 .0035 .0024 137 .0059 .0035 .0024 138 .0060 .0035 .0025 139 .0061 .0036 .0025 140 .0062 .0036 .0025 141 .0062 .0037 .0026 142 .0063 .0037 .0026 143 .0064 .0038 .0026 144 .0065 .0038 .0027 145 .0066 .0039 .0027 146 .0067 .0039 .0027 147 .0068 .0040 .0028 148 .0069 .0041 .0028 149 .0070 .0041 .0029 150 .0071 .0042 .0029 151 .0072 .0043 .0030 152 .0074 .0043 .0030 153 .0075 .0044 .0031 154 .0076 .0045 .0031 155 .0077 .0046 .0032 156 .0079 .0047 .0032 157 .0067 .0039 .0027 158 .0068 .0040 .0028 159 .0069 .0041 .0028 160 .0071 .0042 .0029 161 .0073 .0043 .0030 162 .0074 .0044 .0031 163 .0076 .0045 .0031 164 .0078 .0046 .0032 165 .0080 .0047 .0033 166 .0083 .0049 .0034 167 .0085 .0050 .0035 168 .0087 .0052 .0036 171 .0096 .0057 .0039 1272. 172 .0100 .0059 .0041 l 471' °//3 173 .0103 .0061 .0042 174 .0108 .0063 .0044 175 .0121 .0071 .0049 176 .0126 .0074 .0052 177 .0131 .0078 .0054 178 .0138 .0081 .0057 179 .0145 .0086 .0060 180 • .0153 .0091 .0063 181 .0163 .0096 .0067 182 .0174 .0103 .0071 183 .0187 .0110 .0077 184 .0202 .0119 .0083 185 .0221 .0131 .0091 186 .0245 .0145 .0101 187 .0352 .0208 .0144 188 .0373 .0220 .0153 189 .0397 .0234 .0163 190 .0461 .0272 .0189 191 .0412 .0243 .0169 192 .0573 .0338 .0235 193 .5169 .0550 .4619 194 .1083 .0550 .0533 195 .0735 .0434 .0301 196 .0477 .0282 .0196 197 .0503 .0297 .0206 198 .0425 .0251 .0174 199 .0245 .0145 .0101 200 .0221 .0131 .0091 201 .0202 .0119 .0083 202 .0187 .0110 .0077 203 .0174 .0103 .0071 204 .0163 .0096 .0067 205 .0153 .0091 .0063 206 .0145 .0086 .0060 207 .0138 .0081 .0057 208 .0131 .0078 .0054 209 .0126 .0074 .0052 210 .0121 .0071 .0049 211 .0108 .0063 .0044 212 .0103 .0061 .0042 213 .0100 .0059 .0041 214 .0096 .0057 .0039 215 .0093 .0055 .0038 216 .0090 .0053 .0037 217 .0087 .0052 .0036 218 .0085 .0050 .0035 219 .0083 .0049 .0034 220 .0080 .0047 .0033 221 .0078 .0046 .0032 222 .0076 .0045 .0031 223 , (w) . 0031 224 .0073 .0043 .0030 225 .0071 .0042 .0029 226 .0069 .0041 .0028 227 .0068 .0040 .0028 228 .0067 .0039 .0027 229 .0079 .0047 .0032 230 .0077 .0046 .0032 231 .0076 .0045 .0031 232 .0075 .0044 .0031 233 .0074 .0043 .0030 234 .0072 .0043 .0030 for . AJb . W41 .VU .voto 238 .0068 .0040 .0028 ! // , 21 . 7 /) 239 .0067 .0039 .0027 240 .0066 .0039 .0027 241 .0065 .0038 .0027 242 :0064 .0038 .0026 243 .0063 .0037 .0026 244 .0062 .0037 .0026 245 .0062 .0036 .0025 246 .0061 .0036 .0025 247 .0060 .0035 .0025 248 .0059 .0035 .0024 249 .0059 .0035 .0024 250 .0058 .0034 .0024 '251 .0057 .0034 .0023 252 .0057 .0033 .0023 253 .0056 .0033 .0023 254 .0055 .0033 .0023 255 .0055 .0032 .0022 256 .0054 .0032 .0022 257 .0054 .0032 .0022 258 .0053 .0031 .0022 259 .0052 .0031 .0022 260 .0052 .0031 .0021 261 .0051 .0030 .0021 262 .0051 .0030 .0021 263 .0050 .0030 .0021 264 .0050 .0029 .0020 265 .0049 .0029 .0020 266 .0049 .0029 .0020 267 .0049 .0029 .0020 268 .0048 .0028 .0020 263 .0048 .0028 .0020 270 .0047 .0028 .0019 271 .0047 .0028 .0019 272 .0046 .0027 .0019 273 .0046 .0027 .0019 274 .0046 .0027 .0019 275 .0045 .0027 .0019 276 .0045 .0027 .0018 277 .0045 .0026 .0018 278 .0044 .0026 .0018 279 .0044 .0026 .0018 • 280 .0044 .0026 .0018 281 .0043 .0025 .0018 282 .0043 .0025 .0018 283 .0043 .0025 .0017 284 .0042 .0025 .0017 285 .0042 .0025 .0017 286 .0042 .0025 .0017 287 .0041 .0024 .0017 288 .0041 .0024 .0017 TOTAL SOIL -LOSS VOLUE(ACRE -FEET) = 48.7116 TOTAL STORM RUNOFF VOLUNE(ACRE-FEET) = 49.1829 /VD. 3 g i 24 -HOUR STORM RUNOFF HYDRO6RAPH HYDRO6RAPH IN FIVE - MINUTE INTERVALS(CFS) d TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 .083 .0013 .20 0 . .167 .0077 .92 0 . .25« .0228 2.19 0 . .333 .0469 3.50 0 . .417 .0766 4.31 0 . .500 .1094 4.77 Q . .583 .1444 5.08 0 . .667 .1811 5.33 Q . .750 .2192 5.53 0 . .833 .2585 5.70 0 . .917 .2987 5.84 g . . 1.000 .3398 5.97 0 . 1.083 .3816 6.07 0 . 1.167 .4241 6.16 g . . 1.250 4t : 0 6.24 Q . 1.333 .5105 6.31 0 . 1.417 .5545 6.38 Q . 1.500 .5989 6.44 0 . 1.58. .6436 6.50 Q . 1.667 .6887 6.55 Q . 1.750 .7342 6.60 0 . 1.833 .7800 6.65 Q . 1.917 .8261 6.70 Q . 2.000 .8725 6.75 0 . 2.083 .9192 6.77 0 . 2.167 .9659 6.79 Q . 2.250 1.0128 6.81 0 . 2.333 1.0598 6.82 0 . 2.417 1.1069 6.84 0 . 2.500 1.1542 6.86 Q . C. I $) 1. Cibb b. J1 1!V . . / ' 2.833 1.3444 6.93 QV . . V / // ° 2.917 1.3922 6.95 QV . . 3.000 1.4402 6.97 QV . • 3.083 1.4884 6.99 QV . . 3.167 1.5366 7.01 QV . . • 3.250 1.5850 7.02 QV . • 3.333 1.6335 7.04 QV . . 3. 417 1.6821 7.06 QV . . 3.500 1.7309 7.08 QV . . . 3.583 1.7798 7.10 QV . • 3.667 1.8288 7.12 QV . • 3.750 1.8780 7.14 QV . • 3.833 1.9273 7.16 QV . . • . 3.917 1.9767 7.18 QV . . . 4.000 2.0263 7.20 QV . • 4.083 2.0760 7.22 QV . . . 4.167 2.1259 7.24 QV . • 4.250 2.1759 7.26 QV . • 4.333 2.2260 7.28 QV . . 4.417 2.2763 7.30 QV . • 4.500 2.3267 7.32 QV . • 4.583 2.3773 7.34 QV . • 4.667 2.4280 7.36 QV . • 4.750 2.4789 7.38 Q V . . . 4.833 2.5299 7.41 Q V . . . 4.917 2.5810 7.43 0 V . • 5.000 2.6323 7.45 0 V . • 5.083 2.6838 7.47 0 V . . 5.167 2.7354 7.49 0 V . • 5.250 2.7871 7.51 0 V . . 5.333 2.8390 7.54 Q V . . 5.417 2.8911 7.56 Q V . • 5.500 2.9433 7.58 0 V . . 5.58. 2.9957 7.61 Q V . • 5.667 3.0482 7.63 Q V . . 5.750 3.1009 7.65 Q V . . 5.833 3.1538 7.67 0 V . • 5.917 ..,. r 0 68 7.70 0 V . . 6.000 3.2600 7.72 0 V . • 6.083 3.3133 7.75 0 V . • 6.167 3.3668 7.77 Q V . . . 6.250 3.4205 7.79 0 V . . . 6.333 3.4743 7.82 0 V . . . 6.417 3.5284 7.84 Q V . . . 6.500 3.5825 7.87 0 V . . • 6.583 3.6369 7.89 Q V . . . 6.667 3.6914 7.92 0 V . . . 6.750 3.7461 7.94 Q V . . . 6.833 3.8010 7.97 0 V . . . 6.917 3.8561 7.99 0 V . . • . 7.000 3.9113 8.02 0 V . . . 7.083 3.9667 8.05 0 V . . . 7.167 4.0223 8.07 0 V . . . 7.250 4.0781 8.10 0 V . . . 7.333 4.1341 8.13 0 V . . . 7.417 4.1903 8.15 0 V . . . 7.500 4.2466 8.18 0 V . . . 7.583 4.3031 8.21 0 V . . . 7.667 4.3599 8.24 0 V . . . 7.750 4.4168 8.26 0 V . . . 7.833 4.4739 8.29 0 V . . . 7.917 4.5312 8.32 0 V . . • • 8.000 4.5887 8.34 0 V . . . 8.250 4.7618 8.41 Q V . . / 1 C. ` • U/, 8.333 4.8201 8.47 Q V . / 8.417 4.8788 8.53 0 V / �� 8.500 4.9379 8.58 0 V . • 8.583 4.9974 8.64 0 V . • • 8.667 5.0574 8.70 0 V . • 8.750 5.1177 8.76 Q V . 8.833 5.1785 8.82 Q V • 8.91 5.2397 8.89 0 V . 9.000 5.3014 8.95 Q V . • 9.083 5.3635 9.02 0 V . • 9.167 5.4261 9.09 0 V . . 9.250 5.4892 9.16 0 V . 9.333 5.5528 9.23 0 V . . 9.417 5.6169 9.31 0 V . • 9.500 5.6815 9.38 0 Y 9.583 5.7467 9.46 0 V . . 9.667 5.8124 9.54 0 V . 9.750 5.8786 9.62 0 V 9.833 5.9454 9.70 0 V . • 9.917 6.0128 9.79 Q V . • 10.000 6.0808 9.87 0 V . • 10.083 6.1494 9.96 0 V . • 10.167 6.2186 10.05 0 V . 10.250 6.2885 10.14 0 V . • 10.333 6.3590 10.24 0 V . . • 10.417 6.4302 10.34 Q V . • 10.500 6.5020 10.43 0 V . 10.583 6.5746 10.54 0 Si . 10.667 6.6479 10.64 0 V 10.750 6.7219 10.75 0 V . 10.833 6.7966 10.85 Q V . • 10.917 6.8722 10.97 0 V . 11.000 6.9485 11.08 0 V . 11.083 7.0256 11.20 0 V . 11.167 7.1036 11.32 0 V . 11.250 7.1824 11.44 0 V . 11.333 7.2621 11.57 0 V . 11.417 7.3427 11.70 0 V . . 11.500 7.4242 11.84 Q V . 11.583 7.5067 11.98 Q V . 11.667 7.5902 12.12 0 V . 11.750 7.6747 12.27 0 V . . 11.833 7.7602 12.42 0 V . . 11.917 7.8468 12.58 Q V . 12.000 7.9346 12.74 0 V . . 12.083 8.0235 12.91 0 V 12.167 8.1135 13.08 Q V 12.250 8.2048 13.26 0 V . . 12.333 8.2974 13.44 0 V . . 12.417 8.3913 13.63 0 V . 12.500 8.4865 13.83 0 V . 12.583 8.5832 14.04 Q V 12.667 8.6813 14.25 Q V . . 12.750 8.7810 14.47 0 V . . 12.833 8.8822 14.70 0 V . . . 12.917 8.9851 14.94 Q V . . . 13.000 9.0897 15.19 .0 V . . . 13.083 9.1954 15.36 .0 V . . . 13.167 9.3008 15.30 .0 V . . . 13.250 9.4043 15.02 .0 V . . . 13.333 9.5056 14.71 0 V . 13.417 9.6065 14.65 0 V . . . 13.500 9.7081 14.75 Q V . . . 13./:N) 10.0213 15.41 .Q V . . /dr 1114) . 13.833 10.1295 15.71 .0 V . I / 3 13.917 10.2399 16.04 .0 V . . 14.000 10.3528 16.39 .0 V . . 14.083 10.4684 16.79 .0 V . . 14.167 10.5870 17.22 .0 V . . 14.250 10.7088 17.68 .0 V . . 14.333 10.8340 18.18 .0 V . . 14.417 10.9630 18.73 .0 V . . 14.500 11.0960 19.32 .0 V. . 14.583 11.2338 20.02 .0 V. . 14.667 11.3779 20.92 .0 V. . 14.7;x+. 11.5298 22.05 .0 V. . 14.833 11.6900 23.27 .0 V. . 14.917 11.8584 24.45 .0 V. . 15.000 12.0351 25.65 .0 V. 15.083 . 12.2207 26.95 . V. . 15.167 12.4163 28.39 .0 V 15.250 12.6230 30.01 . 0 V . . 15.333 12.8424 31.86 . 0 V 15.417 13.0766 34.00 . 0 V 15.500 13.3281 36.52 . Q V 15.583 13.6039 40.04 . 0 . V 15.667 13.9168 45.45 . 0 .V 15.750 14.2792 52.62 . 0 .V 15.833 14.6949 60.37 . 0 . V 15.917 15.1571 67.10 . 0 . V . 16.000 15.6626 73.40 . 0 . V . 16.083 16.6811 147.89 . Q. V 16.167 19.0501 343.98 . V . 0 16.250 22.8324 549.19 . . V . 0 . 16.333 26.8720 52 . . . . V . Q. 16.417 29.7159 412.93 . . . V 0 . . 16.500 31.6612 282.46 0 . V . 16.583 33.1449 215.44 . . 0 V . . 16.667 34.3851 180.07 . . 0 . V . . 16.750 35.4305 151.80 . 0 . V . . 16.833 36.3091 127.57 . 0 . . V. . 16.917 37.0587 108.85 . 0 . . V 17.000 37.7332 97.93 . 0 . . V 17.083 38.3207 85.31 . Q . .V . 17.167 38.8424 75.74 . 0 . . .V . 17.250 39.3138 68.45 . 0 . . .V . 17.333 39.7569 64.34 . 0 . . V . 17.417 40.1670 59.54 . 0 . . . V . 17.500 40.5364 53.65 . 0 . . . V . 17.583 40.8764 49.36 . 0 . . V . 17.667 41.1918 45.80 . 0 . . V . 17.750 41.4876 42.95 . 0 . V . 17.833 41.7697 40.96 . Q . V . 17.917 42.0407 39.34 . 0 . V . 18.000 42.3015 37.87 . 0 . V . 18.083 42.4996 28.77 .Q . V . 18.167 42.6621 23.59 .Q . V 18.250 42.8140 22.06 .0 . V . 18.333 42.9584 20.96 .0 . V . 18.417 43.0959 19.97 .0 . V 18.500 43.2273 19.08 .0 . V . 18.583 43.3538 18.37 .0 . V . 18.667 43.4762 17.78 .0 . V . 18.71 43.5949 17.23 . Q . V 18.833 43.7101 16.73 .0 . , V . 18.917 43.8220 16.26 .0 . V 19.000 43.9310 15.82 .Q . . V 1 [3U 44. [314 13.04 . le . . v . / / A (J 19.333 44.3612 15.87 .Q . . . V . G 19.417 44.4706 15.89 .Q . . . V . /� 3 19.500 44.5792 15.76 .0 . . . V . 19.583 44.6865 15.59 .Q . . V . 19.667 44.7926 15.40 .0 . . . V . 19.750 44.8974 15.21 .Q . . . V . 19.833 45.0008 15.01 .0 . . . V . 19.411 4` 4.81 Q V . 20.000 45.2035 14.62 0 . . . V . 20.0x3 45.3028 14.42 Q . V 20.167 45.4008 14.23 Q . . V . 20.250 45.4975 14.04 0 . . . V . 20.333 45.5929 13.85 0 . . . V . 20.417 45.6871 13.67 0 . . . V . 20.500 45.7800 13.50 Q . . . V . 20.583 45.8718 13.32 Q . . . V . 20.667 45.9624 13.16 Q . . . V . 20.750 46.0519 12.99 Q . . V . 20.833 46.1403 12.84 Q . . . V . 20.917 46.2277 12.69 0 . . . V . 21.000 46.3140 12.54 0 . . . V . 21.083 46.3993 12.39 0 . . V . 21.167 46.4836 12.24 Q . . . V . 21.250 46.5669 12.09 0 . . . V . 21.333 46.6491 11.95 0 . . . V . 21.417 46.7304 11.81 0 . . V . 21.500 46.8108 11.67 0 . . V . 21.583 46.8903 11.54 Q . . . V . 21.667 46.9689 11.41 0 . . . V . 21.750 47.0467 11.29 Q . . . V . 21.833 47.1236 11.17 0 . . . V . 21.917 47.1997 11.05 Q . . V . 22.000 47.2751 10.94 Q _ . . . V . 22. OR 4 '. < 0 . . V . 22.167 47.4235 10.72 Q . V . 22.250 47.4966 10.61 Q . V . 22.333 47.5689 10.51 Q . V . 22.417 47.6406 10.41 Q . V . 22.500 47.7116 10.31 Q . V . 22.583 47.7820 10.21 0 . . V . 22.667 47.8517 10.12 Q . . V . 22.750 47.9207 10.03 0 . . V . 22.833 47.9892 9.94 0 . . V. 22.917 48.0570 9.85 Q . V. 23.000 48.1242 9.76 Q . V. 23.083 48.1909 9.68 Q . V. 23.166 48.2570 9.60 0 . V. 23.250 48.3225 9.52 0 . V. 23.333 48.3875 9.44 Q . V. 23.416 48.4520 9.36 0 . V. 23.500 48.5159 9.28 0 . V. 23.583 48.5794 9.21 0 V. 23.666 48.6423 9.14 0 . V. 23.750 48.7047 9.07 Q . V. 23.833 48.7667 9.00 Q . V. 23.916 48.8281 8.93 Q . V. 24.000 48.8892 8.86 0 . V. 24.083 48.9479 8.54 0 . V. 24.166 48.9997 7.52 Q . V. 24.250 49.0397 5.81 Q . V. 24.333 49.0675 4.04 Q . V. 24.416 49.0880 2.97 Q . V. 24.500 49.1042 2.36 Q . V. 24.750 49.1381 1.36 Q . V. 24.833 49.1460 1.14 Q . V. / / 3 24.91 f, 4".1', 7 .97 Q . . V. (� // 3 25.000 49.1583 .82 Q . V. 25.083 49.1631 .69 Q . V. 25.166 49.1672 .59 Q . V. 25.250 49.1706 .50 Q . V. 25.333 49.1735 .42 Q . V. 25.416 49.1759 .35 Q . V. 25.500 49.1779 .29 Q . V. 25.583 49.1795 .23 Q . V. 25.666 49.1807 .19 Q . V. 25.750 49.1817 .14 Q . V. 25.833 49.1824 .10 0 . V. 25.916 49.1828 .06 Q . V. 26.000 49.1829 .01 Q . V PROJECT: 1- i•v'.rrt S 1 C4' DATE: 2,/9 r8 ENGINEER: 7 — � 1. Enter the length of the longest watercourse (fekt) /0 f ¢D 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the 4?�0'� watershed area (feet) 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) 86 0 4. Enter the SBC basin factor _ S. Enter the watershed area (acres) 4-74.) 6. Enter baseflow (cfs /square mile) 0 D 7. Enter SBC S -Graph proportions (decimal) Valley _ DD Foothill Desert 8. Enter adjusted loss rate (inch/hour) 0 ,.// 9. Enter low loss rate percentage (decimal) 51 10. Enter watershed area - averaged 5-minute point rainfall (inches)* 0-6S- Enter watershed area- averaged 30- minute point /, / rainfall (inches)* Enter watershed area- averaged 1-hour point rainfall �, (inches)* Enter watershed area - averaged 3 -hour point rainfall / (inches)* Enter watershed area - averaged 6-hour point rainfall (inches) * 2 . 5 Enter watershed area - averaged 24 -hour point rainfall (inches)* 11. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYD R OGRAPH HYDROLOGY MANUAL INFORMATION FORM I I ********** * ****** ******* ***************** * UNIT - HYDROGRAPH ANALYSIS +141-H4+144-14-14 IHHHfiriiiHk**4444HHH144* (((((((((((((((((((((((((((((((((((«i»»»»»»»»»)»»»»»»»»» (C) Copyright 1983 Advanced Engineering Software IAES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ((( l(l(((((((( (((l(((((((((((((((((((()))))))) » ))))))))))))) ») » )))))))))) **********DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'TOTAL AREA INTO SNA SEVAIPE BASIN' * * 25 YEAR STORM "DEVELOPED' * * * ******** WATERCOURSE LENGTH = 10400.000 FEET 'LENGTH FROM CONCENTRATION POINT TO CENTROID = 4200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 860.000 FEET MANNIN6S FRICTION FACTOR ALONG WATERCOURSE = .015 WATERSHED AREA = 420.000 ACRES WATERCOURSE 'LAG' TIME = .135 HOURS UPiit HYDRO6RAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 61.9 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMLM WATERSHED LOSS RATE(INCH /HOUR) = .410 LOW SOIL-LOSS- RATE PERCENTAGE(DECIMAL) = .340 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .65 SPECIFIED PEAK 30- MINUTES RAIPFALL(INCH) = 1.10 SPECIFIED PEAK 1-HOUR RAIPFALL(INCH) = 1.35 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 1.80 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.30 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 3.50 RAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .994 30- MINUTE FACTOR = .994 1-HOUR FACTOR = .997 3-HOUR FACTOR = .998 • . 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 (l((((l((l((((((((ll(((l(((((l(((((((())) ») »)>)>))))))>)))») >)) »)))))))> SERIAL No. A00781 REV. 1.5 RELEASE DATE: 4/20/83 ((((((((((((((l((((((((((((((((((((((0)))))) ))))))))))))))))))))))))))))))) / ( 0 **** UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 8.663 440.025 2 43.971 1793.431 3 69.903 1317.196 4 79.889 507.218 5 85.866 303.586 6 89.882 203.999 7 92.708 143.513 . 8 94.734 102.931 9 96.381 83.666 10 97.581 60.935 11 98.474 45.388 12 99.124 32.993 13 99.624 25.397 14 100.000 19.098 3/1 MIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL - (NUMBER) (INCHES) (INCHES) (INCHES) 1 .0037 .0013 .0024 2 .0037 .0013 .0024 3 .0037 .0013 .0024 4 - .0037 .0013 .0025 5 .0037 .0013 .0025 6 .0037 .0013 .0025 7 .0037 .0013 .0025 8 .0038 .0013 .0025 9 .0038 .0013 .0025 10 .0038 .0013 .0025 11 .0038 .0013 .0025 12 .0038 .0013 .0025 13 .0038 .0013 .0025 14 .0038 .0013 .0025 15 .0038 .0013 .0025 16 .0038 .0013 .0025 17 .0038 .0013 .0025 18 .0038 .0013 .0025 19 .0039 .0013 .0025 20 .0039 .0013 .0026 21 .0039 .0013 .0026 22 .0039 .0013 .0026 23 .0039 .0013 .0026 24 .0039 .0013 .0026 25 .0039 .0013 .0026 26 .0039 .0013 .0026 27 .0039 .0013 .0026 26 .0039 .0013 .0026 29 .0040 .0013 .0026 30 .0040 .0013 .0026 31 .0040 .0014 .0026 32 .0040 .0014 .0026 33 .0040 .0014 .0026 34 .0040 .0014 .0026 35 .0040 .0014 .0027 36 .0040 .0014 .0027 37 .0040 - .0014 .0027 38 .0041 .0014 .0027 39 .0041 .0014 .0027 40 .0041 .0014 .0027 41 .0041 .0014 .0027 42 .0041 .0014 .0027 43 .0041 .0014 .0027 44 .0041 .0014 .0027 45 .0041 .0014 .0027 46 .0041 .0014 .0027 47 .0042 .0014 .0027 48 .0042 .0014 .0028 49 .0042 .0014 .0028 50 .0042 .0014 .0028 51 .0042 .0014 .0028 54 .0042 .0014 .0028 , / 55 .0043 .0014 .0028 2 . D �/ 2 , 56 .0043 .0015 .0028 57 .0043 .0015 .0028 _ 58 .0043 .0015 .0028 59 .0043 .0015 .0028 60 .0043 .0015 .0029 61 .0043 .0015 .0029 62 .0044 .0015 .0029 63 .0044 .0015 .0029 64 .0044 .0015 .0029 65 .0044 .0015 .0029 66 .0044 .0015 .0029 67 .0044 .0015 .0029 68 .0044 .0015 .0029 69 .0044 .0015 .0029 70 .0045 .0015 .0029 71 .0045 .0015 .0030 72 .0045 .0015 .0030 73 .0045 .0015 .0030 74 .0045 .0015 .0030 75 .0045 .0015 .0030 76 .0045 .0015 .0030 77 .0046 .0016 .0030 78 .0046 .0016 .0030 79 .0046 .0016 .0030 80 .0046 .0016 .0030 81 .0046 .0016 .0031 82 .0046 .0016 .0031 83 .0047 .0016 .0031 84 .0047 .0016 .0031 85 .0047 .0016 .0031 86 .0047 .0016 .0031 87 .0047 .0016 .0031 88 .0047 .0016 .0031 89 .0048 .0016 .0031 90 .0048 .0016 .0031 91 .0048 .0016 .0032 92 .0048 .0016 .0032 93 .0048 .0016 .0032 94 .0048 .0016 .0032 95 .0049 .0017 .0032 96 .0048 .0016 .0031 97 .0049 .0017 .0032 98 .0049 .0017 .0033 99 .0050 .0017 .0033 100 .0050 .0017 .0033 101 .0050 .0017 .0033 1'02 .0051 .0017 .0034 103 .0051 .0017 ..0034 104 .0052 .0018 .0034 105 .0052 .0018 .0034 106 .0053 .0018 .0035 107 .0053 .0018 .0035 108 .0053 .0018 .0035 109 .0054 .0018 .0036 110 .0054 .0018 .0036 111 .0055 .0019 .0036 112 .0055 .0019 .0036 113 .0056 .0019 .0037 114 .0056 .0019 .0037 ' 115 .0057 .0019 .0037 116 .0057 .0019 .0038 117 .0058 .0020 .0038 11d .uuZy .vuu .uv . //1 120 .0059 .0020 •0039 b k.) ' '- 121 .0060 .0020 .0040- 1 122 .0061 .0021 .0040 123 .0061 .0021 .0040 124 .0062 .0021 .0041 125 .0062 .0021 .0041 126 .0063 .0021 .0042 127 .0064 .0022 .0042 128 .0064 .0022 .0043 129 .0065 .0022 .0043 130 .0066 .0022 .0043 131 .0067 .00233" .0044 132 .0067 .0023 .0044 133 .0068 .0023 .0045 134 .0069 .0023 .0046 135 .0070 .0024 .0046 136 .0071 .0024 .0047 • 137 .0072 .0024 .0047 138 .0072 .0025 .0048 139 .0073 .0025 .0048 140 .0074 .0025 .0049 141 .0075 .0026 .0050 142 .0076 .0026 .0050 . 143 .0077 .0026 .0051 144 .0079 .0027 .0052 145 .0080 .0027 .0053 146 .0081 .0028 .0053 147 .0082 .0028 .0054 148 .0083. .0028 .0055 149 .0085 .0029 .0056 150 .0086 .0029 .0057 151 .0088 .0030 .0058 152 .0089 .0030 .0059 153 .0091, .0031 .0060 154 .0092 .0031 .0061 155 .0094 .0032 .0062 156 .0096 .0033 .0063 157 .0114 .0039 .0075 158 .0116 .0040 .0077 159 .0118 .0040 .0078 160 .0121 .0041 .0080 161 .0123 .0042 .0081 162 .0126 .0043 .0083 163 .0129 .0044 .0085 164 .0131 .0045 .0087 165 .0135 .0046 .0089 166 .0138 .0047 .0091 167 .0141 .0048 .0093 168 .0145 .0049 .0096 169 .0149 .0051 .0098 170 .0153 .0052 .0101 171 .0158 .0054 .0104 172 .0163 .0055 .0107 173 .0168 .0057 .0111 174 .0174 .0059 .0115 175 .0134 .0046 .0089 176 .0140 .0048 .0093 177 .0147 .0050 .0097 178 .0154 .0052 .0102 179 .0163 .0055 .0107 180 .0172 .0059 .0114 181 .0183 .0062 .0121 182 .0196 .0067 .0129 40 ( ,1 M7) ./1174 18b .UeJL .UUtl.7 .Ulbb 186 .0279 .0095 .0184 187 .0345 .0117 .0228 188 188 .0369 .0125 .0243 �� ` p 189 .0395 .0134 .0261 190 .0467 .0159 .0308 191 .0570 .0194 .0376 192 .0786 .0267 .0519 193 .6462 .0342 .6120 194 .1459 .0342 .1118 195 .1001 .0340 .0660 196 .0658 .0224 .0434 197 .0516 .0175 .0340 198 .0427 .0145 .0282 199 .0279 .0095 .0184 200 .0251 .0085 .0166 201 .0229 .0078 .0151 . 202 .0211 .0072 .0139 203 .0196 .0067 .0129 204 .0183 .0062 .0121 205 .0172 .0059 .0114 206 .0163 .0055 .0107 207 .0154 .0052 .0102 208 .0147 .0050 .0097 209 .0140 .0048 .0093 210 .0134 .0046 .0089 211 .0174 .0059 .0115 212 .0168 .0057 .0111 213 .0163 .0055 .0107 214 .0158 .0054 .0104 215 .0153 .0052 .0101 216 .0149 .0051 .0098 217 .0145 .0049 .0096 218 .0141 .0048 .0093 219 .0138 .0047 .0091 220 .0135 .0046 .0089 221 .0131 .0045 .0087 222 .0129 .0044 .0085 223 .0126 .0043 .0083 224 .0123 .0042 .0081 225 .0121 .0041 .0080 . 226 .0118 .0040 .0078 227 .0116 .0040 .0077 228 .0114 4039 .0075 229 .0096 .0033 .0063 230 .0094 .0032 .0062 231 .0092 .0031 .0061 23<' .0091 .0031 .0060 .233 .0089 .0030 .0059 234 .0088 .0030 .0058 235 .0086 .0029 .0057 . 236 .0085 .0029 .0056 237 .0083 .0028 .0055 238 .0082 .0028 .0054 239 .0081 .0028 .0053 240 .0080 .0027 - .0053 241 .0079 .0027 .0052 242 .0077 .0026 .0051 243 .0076 .0026 .0050 244 .0075 .0026 .0050 245 .0074 .0025 .0049 246 .0073 .0025 .0048 247 .0072 .0025 .0048 248 .0072 .0024 .0047 ?40 .0071 .0024 .0047 252 .0068 .0023 .0045 253 .0067 .0023 .0044 1/ CcI , D 7 1- 254 .0067 .0023 .0044 255 .0066 .0022 .0043 256 .0065 .0022 .0043 257 .0064 .0022 .0043 258 . .0064 .0022 .0042 259 .0063 .0021 .0042 260 .0062 .0021 .0041 261 .0062 .0021 .0041 262 .0061 .0021 .0040 263 .0061 .0021 .0040 264 .0060 .0020 .0040 265 .0059 .0020 .0039 . 266 .0059 .0020 .0039 267 .0058 .0020 .0038 268 .0058 .0020 .0038 269 .0057 .0019 .0038 270 .0057 .0019 .0037 271 .0056 .0019 .0037 272 .0056 .0019 .0037 273 .0055 .0019 .0036 274 .0055 .0019 .0036 275 .0054 .0018 .0036 276 .0054 .0018 .0036 277 .0053 .0018 .0035 ' 278 .0053 .0018 .0035 279 .0053 .0018 .0035 280 .0052 .0018 .0034 281 .0052 .0018 .0034 282 .0051 .0017 .0034 283 .0051 .0017 .0034 284 .0050 .0017 .0033 285 .0050 .0017 • .0033 286 .0050 .0017 .0033 287 .0049 .0017 .0033 288 .0049 .0017 .0032 TOTAL SOIL -LOSS VOLUME(ACJE-FEETI = 34.5816 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 87.7732 zst 1) g/, 24 -HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 325.0 650.0 975.0 1300.0 .083 .0074 1.07 Q . . .167 .0448 5.44 0 . . . 250 .1044 8.65 0 . . .333 .1726 9.90 0 . . . 417 .2461 10.67 0 .500 .3232 11.19 0 . . .583 .4028 11.57 0 . . . . 667 .4844 11.85 II . . . .750 .5676 12.08 0 . . . .833 .6520 12.26 0 . . . . 917 .7374 12.40 Q . . . 1.000 .8236 12.51 0 . • • 1.083 .9104 12.60 0 . . . 1.167 .9977 12.68 0 . . . 1.250 1.0853 12.71 0 . . 1.333 1.1731 12.75 II . . . 1.417 1.2611 12.78 Q . . . 1.500 1.3493 12.81 0 . . 1.583 1.4378 12.84 0 . 1.667 1.5265 12.88 Q . 1.750 1.6154 12.91 0 . 1.833 1.7045 12.94 Q . . 1.917 1.7939 12.98 0 . . 2.000 1.8835 13.01 Q . . 2.083 1.9733 13.050 . . 2.167 2.0634 13.08 0 . . 2.250 2.1537 13.110 . . . 2.333 2 '44.< 13.15 QY . • 2.417 2.3351 13.18 QV . . 2.500 ' 2.4261 13.22 IN . . 2.583 2.5174 13.25 QV . . 2.667 2.6089 13.29 QV . . 2.750 2.7007 13.32 IN . . 2.833 2.7927 13.36 QV . . 2.917 2.8850 13.40 QV . . 3.000 cc.i7/5 13.43 QV . 3.083 3.0703 13.47 IN . . 3.167 3.1633 13.51 QV . . 3.250 3.2566 13.55 QV . . • 3.333 3.3502 13.58 QV . . 3.417 3.4440 13.62 P1 . 3.500 3.5381 13.660Y . 3.583 3.6324 13.70 QV . . 3.667 3.7270 13.74 QV . . 3.750 3.8219 13.78 QV . . J. JJ! 7• V�L7 ♦J. W 1111 • • • • 4.000 4.1081 13.89 QV e 4.083 4.2041 13.93 QV . . 7 4.167 4.3003 13.97 QV 4.250 4.3969 14.02 Q V . . 4.333 4.4937 14.06 0 V . . 4.417 4.5907 14.10 Q V . . 4.500 4.6881 14.14 Q V . . 4.583 4.7858 14.18 Q V . . 4.667 4.8837 14.22 0 Y . . 4.750 4.9820 14.26 0 Y . . 4.833 5. ot,c15 14.31 Q V . 4.917 5.1793 14.35 0 V . . 5.000 5.2784 14.39 Q V . . 5.083 5.3779 14.44 Q V . . 5.167 5.4776 14.48 Q V . . 5.250 5.5776 14.53 Q 1 1 . . 5.333 5 . 6 7 8 0 1 4 . 5 7 0 Y . 5.417 5.7786 14.61 0 V . . 5.500 5.8796 14.66 0 V . . . 5.583 5.9809 14.71 Q V . . . 5.667 6.0825 14.75 0 V . . . 5.750 6.1844 14.80 Q Y . . . 5.833 6.2866 14.84 Q V . . . 5.917 6.3892 14.89 0 V . . . 6.000 6.4920 14.94 Q V . . 6.083 6.595E 14.99 Q V . 6.167 6.6988 15.03 0 V . . 6.250 6.8027 15.08 8 V . 6.333 6.9069 15.13 0 V . . 6.417 7.0114 15.18 0 V . 6.500 7.1163 15.23 0 V . 6.583 7.2216 15.28 0 V . 6.667 7.3272 15.33 Q V . 6.750 7.4331 15.38 0 V . . 6.833 7.5394 15.43 0 V . . 6.917 7.6460 15.49 0 V . . 7.000 7.7530 15.54 Q Y . . 7.083 7.8604 15.59 Q V . . 7.167 7.9681 15.64 0 V . . 7.250 8.0762 15.70 Q V . . 7.333 8.1847 15.75 Q V . . 7.417 8.2935 15.80 Q V . . . 7.500 8.4028 15.86 Q V . . 7.583 8.5124 15.91 Q V . . . 7.667 8.6224 15.97 8 V . . . 7.750 8.7327 16.03 8 V . . . 7.833 8.8435 16.08 0 V . . . 7.917 , 8.9547 16.14 Q V . . . 8.000 9.0660 16.16 0 V . . . 8.083 9.1770 16.12 Q V . . . 8.167 9.2888 16.23 Q V . . . 8.250 9.4016 16.39 0 V . . 8.333 9.5154 16.51 0 V . . 8.417 9.6299 16.63 0 V . . 8.500 9.7453 16.76 Q V . . 8.583 9.8616 16.88 Q V . . 8.667 9.9787 17.01 0 V . . 8.750 10.0967 17.14 0 V . . 8.833 10.2157 17.27 0 V . 8.917 10.3356 17.41 0 V . . 9.000 10.4564 17.55 Q V . . 9.083 10.5783 17.69 Q V . . . 9.167 10.7011 17.84 0 V . . 9.250 10.8250 17.99 Q V . . . • 2.'11 11.VdJ7 10.C7 1! V . • • . 9.500 1 1, ; n; :; 18.45 0 V . n 1 9.583 11.3311 18.61 0 V v V . . . , Z, CT,' /0 . 9.667 11.4604 18.77 0 V . . v 9.750 11.5908 18.94 0 V . . . 9.833 11. 19.11 0 V . . 9.917 11.8553 19.29 0 V . . . 10.000 11.9894 19.47 0 V . . 10.083 12.1247 19.65 0 V . . 10.167 12.2613 19.84 0 V . 10.250 12.3993 20.03 0 V . 10.333 12.5386 20.23 0 V . . 10.417 12.6793 20.43 0 V . 10.500 12.8214 20.63 0 V . 10.583 12.9650 20.85 0 V . . 10.667 13.1100 21.06 0 V . 10.750 13.2566 21.29 0 V . 10.833 13.4048 21.51 0 V . . 10.917 13.5546 21.75 0 V . 11.000 13.7060 21.99 0 V . 11.083 13.8592 22.24 0 V . 11.167 14.0141 22.49 0 V . 11.250 14.1708 22.75 0 V . 11.333 14.3293 23.02 0 V . 11.417 14.4898 23.30 0 V . . 11.500 14.6522 23.58 0 V . . 11.583 14.8167 23.88 0 V . . 11.667 14.9832 24.18 0 V . 11.750 15.1519 24.49 0 V . 11.833 15.3228 24.82 0 V . 11.917 15.4960 25.15 0 V . 12.000 15.6716 25.49 0 V . . 12.083 15.8496 25.85 0 V . 12.167 16.0302 26.22 0 V . 12.250 16.2133 26.60 0 V . 12.3:44 16.3992 26.99 0 V . . . 12.417 16.5880 27.40 0 V . • • 12.500 16.7796 27.83 0 V . . 12.583 16.9743 28.27 0 V . . . 12.667 17.1722 28.73 0 V . . . 12.750 17.3734 29.21 0 V . . 12.833 17.5780 29.71 0 V . . . 12.917 17.7861 30.23 0 V . . . 13.000 17.9980 30.77 0 V . . . 13.083 18.2171 31.81 0 V . . . 13.167 18.4537 34.35 .0 V . . . 13.250 18.7045 36.42 .0 V . . . 13.333 18.9638 37.66 .0 V . . . 13.417 19.2304 38.71 .0 V . . . 13.500 19.5038 39.70 .0 V . . . 13.583 19.7839 40.67 .0 V. . . 13.667 20.0706 41.63 .0 Y. . . 13.750 20.3642 42.63 .0 V. . . 13.833 20.6648 43.65 .0 Y. . . 13.917 20.9728 44.71 .0 V. . . 14.000 21.2884 45.83 .0 V. . . 14.083 21.6121 47.00 .0 V. . . 14.167 21.9444 48.24 .0 V . . 14.250 22.2856 49.55 .0 V . . 14.333 22.6366 50.96 .0 V . . 14.417 22.9980 52.47 .0 I/ . . 14.500 23.3706 54.10 .0 V . 14.583 23.7462 54.54 .0 V . . 14.667 24. (' 74 ;rt,rit Ii V . 14.750 24.4347 48.97 .0 .V . 11.71! C.J. 1Cd1 44,1. 1213 •If • V . • 15.000 25.4888 52.72 . Q . V . a c y ,� _. I // I1s 15.083 25.8682 55.09 .Q .V . • a _ 15.167 26.2675 57.97 .0 .ii . . 15.250 26. 6903 61.39 .0 . V . . 15.333 27.1414 65.50 . 0 . V . . 15.417 27.6266 70.45 . 0 . V . 15.500 28.1536 76.52 . Q . Y . . 15.583 28.7388 84.98 . 0 . V . 15.667 29.4105 97.53 . 0 . V . 15.750 30.1600 108.83 . 0 . V . 15.833 30.9836 119.59 . 0 . V . 15.917 31.9231 136.41 . 0 . V • 16.000 33.0528 164.04 . 0 . V • 16.083 36.1479 449.41 . . Q V . . 16.167 44.8181 1258.91 . . V 0 . 16.250 52.3304 1 . .- V • 0 16.333 56.6773 631.17 . . 0. V . 16.417 59.7589 447.45 . . 0 V . . 16.500 62.1073 340.99 . Q V . • 16.583 63.9629 269.43 . Q . V. 16.667 65.4112 210.30 . 0 . V. • 16.750 66.6045 173.26 . 0 . V • 16.833 67.5989 144.39 . 0 . V 16.917 68.4458 122.97 . 0 .V • 17.000 69.1740 105.74 . 0 . .V • 17.083 69.8142 92.95 . 0 . . V . 17.167 70.3805 82.24 . 0 . . V • 17.250 70.8316 65.49 . 0 . . V • 17.333 71.2417 59.55 .0 . . V • 17.417 71.6222 55.24 .0 . . . V . 17.500 71.9795 51.88 .0 . . . V • 17.583 72.3264 50.38 .Q . . . V . 17.667 72.6932 53.25 .0 . . . V • 17.750 73.0720 55.00 .Q . . . V . 17.833 73.4472 54.48 .0 . . . V . 17.917 73.8157 53.51 .0 . . V . 18.000 74.1765 52.39 .Q . V . 18.083 74.5292 51.21 .0 . . V . 18.167 74.8737 50.03 .0 . . V . 18.250 75.2104 48.89 .0 . . V . 18.333 75.5394 47.77 .Q . . . V . 18.417 75.8610 46.69 .0 . . V . 18.500 76.1754 45.65 .0 . . . V • 18.583 76.4828 44.65 .0 . . V • 18.667 76.7838 43.69 .0 . . . V • 18.750 77.0781 42.74 .0 . . V . 18.833 77.3662 41.83 .0 . . Y . 18.917 77.6484 40.97 .0 . . V . 19.000 77.9249 40.16 . g . . V • 19.083 78.1930 38.92 .0 . V . 19.167 78.4427 36.26 .0 . . V . 19.250 78.6780 34.17 .0 . . V . 19.333 78.9053 32.99 .Q . V . 19.417 79.1261 32.07 g . . V . 19.500 79.3415 31.28 Q . V . 19.583 79.5521 30.58 0 . . Y • 19.667 79.7583 29.94 0 . . V . 19.750 79.9604 29.36 0 . V • 19.833 80.1589 28.81 g . . V 19.917 80.3538 28.30 0 . . V . 20.000 80.5455 27.83 Q . v . 20.083 80.7340 27.37 0 . V . 20.167 80.9196 26.95 0 . V . 20.250 81.1024 26.55 0 . . V . a.41/ e1.4bU4 0. 111 W . . . v . 20.500 81.6357 25.45 0 . . . v . -i r n 20.583 81.8086 25.11 0 . . . V . 3/1_ I 20.667 81.979E 24.78 0 . V . 20.750 82.1477 24.45 0 . . . V . 20.833 82.3139 24.14 Q . . V . 20.917 82.4781 23.84 0 . . . V . 21.000 82.6403 23.55 0 . . V . 21.083 82.8005 23.26 0 . . . Y . 21.167 82.9589 22.99 0 . . . V . 21.250 83.1153 22.72 0 . . . V . 21.333 83.2700 22.46 0 . . . V . 21.417 83.4229 222.21 0 . V . 21.500 83.5742 21.96 0 . . . V . 21.583 83.7238 21.72 0 . . V . 21.667 83.8717 21.49 0 . . V . 21.750 84.0181 21.26 0 . . V . 21.833 84.1630 21.04 0 . . . V . 21.917 84.3064 20.82 0 . V . 22.000 84.4483 20.61 9 . . V . 22083 84.5888 20.40 0 . . . V . 22.167 -4..; v 22.250 84.8657 20.01 0 . . V . 22.333 85.0022 19.81 0 . . . V . 22.417 85.1374 19.63 0 . . . V . 22.500 85.2713 19.44 0 . . . V . 22.583 85.4039 19.26 0 . . . V . 22.667 85.5354 19.09 Q . . . V . 22.750 85.6657 18.92 Q . . V. 22.833 85.7949 18.75 0 . V. 22. 917 85.9229 18.59 0 . . . V. 23.000 86.0498 18.43 0 . V. 23.083 86.1756 18.27 0 . . . V. 23.166 86.3004 18.12 0 . . . V. 23.250 86.4241 17.97 0 . . V. 23.333 86.5468 17.82 0 . . V. 23.416 86.6686 17.67 0 . . V. 23.500 86.7893 17.53 0 . . V. 23.583 86.9091 17.39 0 . V. 23.614. 87.0279 17.26 0 . . . V. 23.750 87.1459 17.12 0 . . . V. 23.833 87.2629 16.99 0 . . . V. 23.916 87.3790 16.86 0 . . V. 24.000 87.4942 16.73 0 . V. 24.083 87.5989 15.20 0 . . . V. 24.166 87.6631 9.33 Q . . . V. 24.250 87.6978 5.03 0 . . V. 24.333 87.7209 3.36 9 . . . V. 24.416 87.7372 2.36 0 . . V. 24.500 . 87.7488 1.69 0 . . . V. 24.583 87.7572 1.22 0 . . . V. 24.666 87.7632 .88 0 . . . V. 24.750 87.7673 .60 0 . . . V. 24.833 87.7701 .40 0 . V. 24.916 87.7718 .25 0 V. 25.000 87.7728 .14 0 . . . V. 25.083 87.7733 .06 0 . . V PROJECT: Nv►.rro S C-t. DZ✓t. DATE: -2- 9 Trtrrki. rb sar,., ■e.4 NJC ENGINEER: Lit w— V tr2V L 1. Enter the length of the longest watercourse (feet) / ¢er0 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the watershed area (feet) 3. Enter the difference in elevation between the most remote point in the watershed and the point of �� D concentration (feet) 4. Enter the SBC basin factor 0. 3 O S. Enter the watershed area (acres) 4.7.0 6. Enter baseflow (cfs /square mile) 0.41 7. Enter SBC S -Graph proportions (decimal) Valley =_ Foothill Mountain Desert 8. Enter adjusted loss rate (inch/hour) O.GG 9. Enter low loss rate percentage (decimal) 0, S� 10. Enter watershed area - averaged 5-minute point rainfall (inches)* 0.4 3 Enter watershed area - averaged 30- minute point rainfall (inches) * / ' / Enter watershed area - averaged 1-hour point rainfall (inches)* 1, 3 1 Enter watershed area - averaged 3-hour point rainfall (inches)* / • 'r Enter watershed area- averaged 6-hour point rainfall (inches)* - Enter watershed area - averaged 24 -hour point rainfall (inches)* . 11. Enter 24 - hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HY D R OGRAPH HYDROLOGY MANUAL INFORMATION FORM 1 /i UNIT- HYDROSRAPH ANALYSIS ********** ((((( ( ( (((((((((((((((((((((((((((((( 0)))))) ))))))))))))))))))))))))1) >)))) (C) Copyright 1983 Advanced Engineering Software EMS] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ( l( l(((((((((((((((((((((((((((((((((()) >)))1)) >))))))))))))) )))1 >))))) ))>)) **********DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'TOTAL AREA INTO SAN SEVAINE' * * 25 YEAR STORM 'UNDEVELOPED' * * *: WATERCOURSE LENGTH = 10400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 860.000 FEET MANNINSS FRICTION FACTOR ALONG WATERCOURSE _ .030 WATERSHED AREA = 420.000 ACRES WATERCOURSE 'LAG' TIME _ .269 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.974 HYDROGRAPH BASEFLDW s 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .660 LOW SOIL -LOSS RATE PERCENTASE(DECIMAL) = .590 VALLEY 5-GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .65 SPECIFIED PEAK 3O-MINUTES RAINFALL UNCH) = 1.10 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.35 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 1.80 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 2.30 • SPECIFIED PEAK 24-HOUR RAINFALL(INCH)= 3.50 *HYDROGRAPH MODEL *1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .994 3O-MINUTE FACTOR = .994 1-HOUi Fe?•:;N: = 9 3-HOUR FACTOR = .998 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 (((((((((((((((((((((((((((((((( l(((( O)))))) ))))))) >)>)))))>))))))))))))))) nuvan�cu �iyuicci .uy �� I .�.,. SERIAL No. A00781 REV. 1.5 RELEASE DATE: 4/20/83 S Ciro ((l((((l((((((((((((((((((((((((l(((( U)))))) ))))))))))))))))))))))))))))))) UNIT HYDROSRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 3.028 153.812 2 14.298 572.426 3 33.819 991.531 4 54.124 1031.374 5 66.398 623.475 6 73.408 356.068 7 78.069 236.747 8 81.709 184.874 9 84.664 150.101 10 87.068 122.097 11 89.014 98.835 12 90.751 88.223 13 92.134 70.287 14 93.281 58.232 15 94.265 50.000 16 95.203 47.633 17 96.041 42. 579 18 96.721 34.553 19 97.314 30.120 20 97.847 27.071 21 98.347 25. 397 22 98.847 25.397 23 99.347 25.397 24 99.847 25.397 25 100.000 7.750 f*44***44******4444 UNIT UNIT UNIT - EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL fRAIMpFPI (TN('NFC) (TMPwFS) (T ormrS) 1 .0037 .0022 .0015 2 .0037 .0022 .0015 f 3 .0037 .0022 .0015 ' J j 4 .0037 .0022 .0015 � V �2. 5 .0037 .0022 .0015 6 .0037 .0022 .0015 7 .0037 .0022 , .0015 _ 8 .0038 .0022 .0015 9 .0038 .0022 - .0015 10 .0038 .0022 .0015 11 .0038 .0022 .0015 12 .0038 .0022 .0016 13 .0038 .0022 .0016 14 .0038 .0022 .0016 15 .0038 .0023 .0016 16 .0038 .0023 .0016 17 .0038 .0023 .0016 18 .0038 .0023 .0016 19 .0039 .0023 .0016 20 .0039 .0023 .0016 21 .0039 .0023 .0016 22 .0039 .0023 .0016 23 .0039 .0023 .0016 24 .0039 .0023 .0016 25 .0039 .0023 .0016 26 .0039 .0023 .0016 27 .0039 .0023 .0016 28 .0039 .0023 .0016 29 .0040 .0023 .0016 30 .0040 .0023 .0016 31 .0040 .0023 .0016 32 .0040 .0024 .0016 33 .0040 .0024 .0016 34 • .0040 .0024 .0016 35 .0040 .0024 .0016 36 .0040 .0024 .0017 37 .0040 .0024 .0017 38 .0041 .0024 .0017 39 .0041 .0024 .0017 40 .0041 .0024 .0017 41 .0041 .0024 .0017 42 .0041 .0024 .0017 43 .0041 .0024 .0017 44 .0041 .0024 .0017 45 . 0041 .0024 .0017 46 .0041 .0024 .0017 47 .0042 .0025 .0017 48 .0042 .0025 .0017 ,49 .0042 .0025 .0017 50 .0042 .0025 .0017 51 .0042 .0025 .0017 52 .0042 .0025 .0017 53 .0042 .0025 .0017 54 .0042 .0025 . .0017 55 .0043 .0025 .0017 56 .0043 .0025 .0018 57 .0043 .0025 .0018 58 .0043 .0025 .0018 59 .0043 .0025 .0018 60 .0043 .0026 .0018 61 .0043 .0026 .0018 62 .0044 .0026 .0018 63 .0044 .0026 .0018 ° 64 .0044 .0026 .0018 rr AA I. I. AA ?C AAIO - e YVTT • WVY . vv.Y 68 .0044 .0026 .0018 , ` 69 .0044 .0026 .0018 ' /f 7 . v V/ 1 2 70 .0045 .0026 .0018 71 .0045 .0026 .0018 72 .0045 .0026 .0018 73 .0045 .0027 .0018 74 .0045 .0027 .0019 75 .0045 .0027 .0019 76 .0045 .0027 .0019 77 .0046 .0027 .0019 78 .0046 .0027 .0019 79 .0046 .0027 .0019 80 .0046 .0027 .0019 81 .0046 .0027 .0019 82 .0046 .0027 .0019 83 .0047 .0027 .0019 84 .0047 .0028 .0019 85 .0047 .0028 .0019 86 .0047 .0028 .0019 87 .0047 .0028 .0019 88 .0047 .0028 .0019 89 .0048 .0028 .0019 90 .0048 .0028 .0020 91 .0048 .0028 .0020 92 .0048 .0028 .0020 93 .0048 .0028 .0020 94 .0048 .0029 .0020 95 .0049 .0029 .0020 96 .0048 .0028 .0020 97 .0049 .0029 .0020 98 .0049 .0029 .0020 99 .0050 .0029 .0020 100 .0050 .0030 .0021 101 .0050 .0030 .0021 102 .0051 .0030 .0021 103 .0051 .0030 .0021 104 .0052 .0030 .0021 105 .0052 .0031 .0021 106 .0053 .0031 .0022 107 .0053 .0031 .0022 108 .0053 .0031 .0022 109 .0054 .0032 .0022 110 .0054 .0032 .0022 111 .0055 .0032 .0022 112 .0055 .0033 .0023 113 .0056 .0033 .0023 • 114 .0056 .0033 .0023 115 .0057 .0033 .0023 116 .0057 .0034 .0023 117 .0058 .0034 .0024 118 .0058 .0034 .0024 119 .0059 .0035 .0024 120 .0059 .0035 .0024 121 .0060 .0035 .0025 122 .0061 .0036 .0025 123 .0061 .0036 .0025 124 .0062 .0036 .0025 125 .0062 .0037 .0026 126 .0063 .0037 .0026 127 .0064 .0038 .0026 128 .0064 .0038 .0026 129 .0065 .0038 .0027 . 130 .0066 .0039 .0027 131 .0067 .0039 .0027 ♦J .-w. •VV- •VVry 134 .0069 .0041 .0028 135 .0070 .0041 .0029 1, c. v D 3-7 136 .0071 .0042 .0029 /2 137 .0072 .0042 .0029 138 .0072 .0043 .0030 139 .0073 .0043 .0030 140 .0074 .0044 .0030 141 .0075 .0044 .0031 142 .0076 .0045 .0031 143 .0077 .0046 .0032 144 .0079 .0046 .0032 145 .0080 .0047 ..0033 146 .0081 .0048 .0033 147 .0082 .0048 .0034 148 .0083 .0049 .0034 149 .0085 .0050 .0035 150 .0086 .0051 .0035 151 .0088 .0052 .0036 • 152 .0089 .0053 .0037 153 .0091 .0054 .0037 154 .0092 .0054 .0038 155 .0094 .0055 .0039 156 .0096 .0057 .0039 157 .0114 .0067 .0047 158 .0116 .0069 .0048 159 .0118 .0070 .0049 160 .0121 .0071 .0050 161 .0123 .0073 .0051 162 .0126 .0074 .0052 163 .0129 .0076 .0053 164 .0131 .0078 .0054 165 .0135 .0079 .0055 166 .0138 .0081 .0056 167 .0141 .0083 .0058 168 .0145 .0086 .0059 169 .0149 .0088 .0061 170 .0153 .0090 .0063 171 .0158 .0093 .0065 172 .0163 .0096 .0067 173 .0168 .0099 .0069 174 .0174 .0103 .0071 175 .0234 .0079 .0055 176 .0140 .0083 .0058 177 .0147 .0087 .0060 178 .0154 .0091 .0063 179 .0163 .0096 .0067 180 .0172 .0102 .0071 181 .0183 .0108 .0075 182 .0196 .0115 .0080 183 .0211 .0124 .0086 184 .0229 .0135 .0094 185 .0251 .0148 .0103 186 .0279 .0165 .0114 • 187 .0345 .0204 .0142 188 .0369 .0217 .0151 189 .0395 ..0233 .0162 190 .0467 .0275 .0191 191 .0570 .0336 .0234 192 .0786 .0464 .0322 193 .6462 .0550 .5912 194 .1459 .0550 .0909 195 .1001 .0550 .0451 196 .0658 .0388 .0270 197 .0516 .0304 .0211 177 . VGl7 . V104 • VW? 200 .0251 .0148 .0103 C //2,' 201 .0229 .0135 .0094 /' , V D 202 .0211 .0124 .0086 203 .0196 .0115 .0080 204 .0183 .0108 .0075 205 . .0172 .0102 .0071 206 .0163 .0096 .0067 207 .0154 .0091 .0063 208 .0147 .0087 .0060 209 .0140 .0083 .0058 210 .0134 .0079 .0055 211 .0174 .0103 .0071 212 .0168 .0099 .0069 213 .0163 .0096 .0067 214 .0158 .0093 .0065 215 .0153 .0090 .0063 216 .0149 .0088 .0061 217 .0145 .0086 .0059 218 .0141 .0083 .0058 21S .0138 .0081 .0056 220 .0135 .0079 .0055 221 .0131 .0078 .0054 222 .0129 .0076 .0053 223 .0126 .0074 .0052 224 .0123 .0073 .0051 225 .0121 .0071 .0050 226 .0118 .0070 .0049 227 .0116 .0069 .0048 228 .0114 .0067 .0047 229 .0096 .0057 .0039 230 .0094 .0055 .0039 231 .0092 .0054 .0038 232 .0091 .0054 .0037 233 .0089 .0053 .0037 234 .0088 .0052 .0036 235 .0086 .0051 .0035 236 .0085 .0050 .0035 237 .0083 .0049 .0034 238 .0082 .0048 .0034 239 .0081 .0048 .0033 240 .0080 .0047 .0033 241 .0079 .0046 .0032 242 .0077 .0046 - .0032 243 .0076 .0045 .0031 244 .0075 .0044 .0031 245 .0074 .0044 .0030 246 .0073 .0043 .0030 247 .0072 .0043 .0030 248 .0072 .0042 .0029 249 .0071 .0042 ,0029 250 .0070 .0041 .0029 251 .0069 .0041 .0028 252 .0068 .0040 .0028 253 .0067 .0040 .0028 254 .0067 .0039 .0027 255 .0066 .0039 .0027 256 .0065 .0038 .0027 257 .0064 .0038 .0026 258 .0064 .0038 .0026 259 .0063 .0037 .0026 . 260 .0062 .0037 .0026 261 .0062 .0036 .0025 262 .0061 .0036 .0025 263 .A061 .0036 .0025 db:J . UUJy .W.53 . WC4 Li 17 / / /2 266 .0059 .0035 .0024 267 .0058 .0034 .0024 �� 268 .0058 .0034 .0024 269 .0057 .0034 .0023 270 .0057 .0033 .0023 271 .0056 .0033 .0023 272 .0056 .0033 .0023 273 .0055 .0033 .0023 274 .0055 .0032 .0022 275 .0054 .0032 .0022 276 .0054 .0032 .0022 277 .0053 .0031 .0022 278 .0053 .0031 .0022 279 .0053 .0031 .0022 280 .0052 .0031 .0021 281 .0052 .0030 .0021 282 .0051 .0030 .0021 283 .0051 .0030 .0021 284 .0050 .0030 .0021 285 .0050 .0030 .0021 286 .0050 .0029 .0020 287 .0049 .0029 .0020 288 .0049 .0029 .0020 TOTAL SOIL-LOSS VOLUME(ACRE -FEET) = 59.5676 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 62.8002 24 -HOUR STORM RUNOFF HYDROSRAPH ** **4******* **+************ ********t***** ****** *** * ***** ** *** **** 1 ")( /� HYDROSRAPH IN FIVE - MINUTE INTERVALS(CFS) 7 _ - v v CJ / TIME(HRS) VOLUME (AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 . 083 .0016 .23 0 . . . .167 .0092 1.10 0 . . 25 / . 0271 2.60 0 . . . . 333 .0557 4.16 0 . . .417 .0910 5.12 0 . . . 500 .1300 5.67 0 . . . 583 .1716 6.04 0 . . . 667 .2152 6.33 0 . . . 750 .2604 6.57 0 . . . 833 .3071 6.78 0 . . . .917 .3549 6.94 0 . . • 1.000 .4038 7.09 0 . . 1.083 .4535 7. 0 . . • • 1.167 .5039 7.32 0 . . 1.250 .5549 7.42 0 . . 1.333 .6066 7.51 0 . . 1.417 .6589 7.59 0 . . 1.500 .7117 7.66 0 . . 1.583 .7649 7.73 0 . . . 1.667 .8185 7.79 0 . . 1.750 .8725 7.84 0 . . 1.833 .9270 7.90 0 . . 1.917 .9818 7.96 0 . . 2.000 1.0371 8.02 0 . . 2.083 1.0925 8.05 0 . . 2.167 1.1481 8.08 0 . . 2.250 1.2039 8.10 0 . . 2.333 1.2598 8.12 Q . . 2.417 1.3158 8.14 0 . . 2.500 1.3720 8.16 0 . . 2.583 1.4284 8.18 0 . . 2.667 1. 4849 8.20 0 . . 2.750 1.5415 8.23 0 . . 2.833 1.5983 8.25 QV . . . . 2.917 1.6553 8.27 QV . . 3.000 1.7124 8.29 QV . . 3.083 1.7697 8.31 QV . . 3.167 1.8271 8.34 QV . . 3.250 1.8847 8.36 QV . . 3.333 1.9424 8.38 QV . . 3.417 2.0003 8.41 QV . . 3.500 2.0584 8.43 QV . . 3.583 2.1166 8.45 QV . . . 3.667 2.1750 8.48 QV . . . 3.750 2.2335 8.50 QV . . . 3.833 2.2922 8.52 QV . . . 3.917 2.3511 8.55 QV . . . 4.000 2.4101 8.57 QV . . . 4.083 2.4693 8.60 QV . . . 4.167 2.5287 8.62 QV . . . 4.250 2.5883 8.65 QV . . 4.333 2. 6480 8.67 QV . . . 4.417 2.7079 8.70 QV . . . 4.500 2.7680 8.72 QV . . . 4.583 2.8282 8.75 QV . . • 4.667 2.8886 8.77 QV . . . 4.750 2.9492 8.80 0%) . . . 4.833 3.0100 8.83 QV . . . 4.917 3.0710 8.85 QV . . . D. Utki J. 1yJJ t1. 1U 14 V 5.167 3.2550 8.93 Q V • 2 c ' V Q / /(.. 5.250 3.3167 8.96 0 V . • 5.333 3.3786 8.99 0 V . . • 5.417 3.4406 9.01 0 V . . 5.500 3.5029 9.04 0 V . . • 5.583 3.5653 9.07 0 V . . • 5.667 3.6280 9.10 0 V , 5.750 3.6908 9.12 0 V . . 5.833 3.7539 9.15 0 V . • 5.917 3.8171 9.18 Q V . . 6.000 3.8805 9.21 Q V . . 6.083 3.9442 9.24 0 V 6.167 4.0080 9.27 0 V . • 6.250 4.0721 9.30 Q V 6.333 4.1363 9.33 Q V . , 6.417 4.2008 9.36 0 V . . 6.500 4.2654 9.39 Q V . _ 6.583 4.3303 9.42 0 V . 6.667 4.3954 9.45 0 V . . 6.750 4.4607 9. 0 V . 6.833 4.5262 9.51 Q V . . 6.917 4.5919 9.54 0V . 7.000 4.6579 9.58 0 V . . 7.083 4.7241 9.61 0 V . . 7.167 4.7905 9.64 0 V . . 7.250 4.8571 9.67 0 V . . 7.333 4.9239 9.71 Q V . . . • 7.417 4.9910 9.74 0 V . . 7.500 5.0583 9.77 0 V . . . 7.583 5.1258 9.81 0 V . . . 7.667 5.1936 9.84 0 V . . . 7.750 5.2616 9.87 0 V . • . 7.833 5.3298 9.91 0 V . . . 7.917 5.3983 9.94 0 V . . . 8.000 5.4670 9.97 0 V . . . 8.083 5.5358 9.99 0 V . . . 8.167 5.6047 10.01 Q V . . 8.250 5.6739 10.05 0 V 8.333 5.7436 10.12 0 V . . 8.417 5.8138 10.20 0 V . . 8.500 5.8845 10.27 0 V . . 8.583 5.9557 10.34 0 V . , 8.667 6.0274 10.41 0 V . . 8.750 6.0996 10.48 0 V . • . , 8.833 6.1723 10.56 0 V . 8.917 6.2456 10.64 0 V . 9.000 6.3194 10.72 0 V . 9.083. 6.3938 10.80 0 V . 9.167 6. 4688 10.89 0 V . . 9.250 6.5443 10.97 0 V . 9.333 6.6205 11.06 0 V . . 9.417 6.6973 11.15 0 V . 9.500 6.7747 11.24 0 V . . 9.583 6.8528 11.34 0 V . . 9.667 6.9315 11.43 0 V . . 9.750 7.0110 11.53 0 V . . 9.833 7.0911 11.63 0 V . . 9.917 7.1719 11.74 Q V . . 10.000 7.2535 11.84 0 V . . . 10.083 7.3358 11.95 0 V . . . 10.167 7.4189 12.06 0 V . . . 10.250 7.5028 12.18 Q V . • . 10.333 7.5874 12.29 0 V . . . ,n'hi, 7 C7oo 1261 p u 10.583 7.8464 12.66 0 V . . . . / / 10.667 7.9345 12.79 0 V . . . . � v G✓ / � 10.750 8.0234 - 12.92 Q V . . . 10.833 8.1133 13.05 0 V . . . 10.917 8.2042 13.19 0 V . . 11.000 8.2960 13.33 0 V . . . 11.083 8.3888 13.48 0 V . . 11.167 8.4826 13.62 0 V . . . 11.250 8.5775 13.78 0 V . . . 11.333 8.6735 13.94 0 V . . . 11.417 8.7706 14.10 0 V . . 11.500 8.8688 14.26 0 V . . . 11.583 8.9682 14.43 0 V . . 11.667 9.0688 14.61 0 V . . 11.750 9.1707 14.79 0 V . . . 11.833 9.2739 14.98 0 V . . 11.917 9.3784 15.17 0 V . . 12.000 9.4843 15.37 0 V . . 12.083 9.5916 15.58 0 V . . 12.167 9.7003 15.79 0 V . . . 12.250 9.8106 16.01 0 V . . 12.333 9.9225 16.24 0 V . . 12.417 10.0360 16.48 0 V . . 12.500 10.1511 16.72 0 V . . 12.583 10.2681 16.98 0 V . . 12.667 10.3868 17.24 0 V . . 12.750 10.5074 17.51 0 V . . 12.833 10.6300 17.80 0 V . . 12.917 10.7546 18.10 0 V . . 13.000 10.8814 18.40 0 V . . 13.083 11.0111 18.83 0 V . . . 13.167 11.1457 19.55 0 V . . 13.250 11.2874 20.57 .0 V . . 13.333 11.4365 21.65 .0 V . . • 13.417 11.5913 22.47 .0 V . . 13.500 11.7506 23.14 .0 V . . 13.583 11.9142 23.75 .0 V . . 13.667 12.0819 24.35 .0 V . . 13.750 12.2537 24.95 .0 V . . . . 13.833 12.4298 25.56 .0 V . . 13.917 12.6101 26.19 .0 V . . 14.000 12.7950 26.85 .0 V . . 14.083 12.9846 27.52 .0 V . . . 14.167 13.1790 28.23 .0 V . . . . 14.250 13.3786 28.98 .0 V . . . 14.333 13.5837 29.78 .0 V . . . . 14.417 13.7947 30.63 .0 V . . . 14.500 14.0118 31.53 .Q V . . . 14.583 . 14.2337 32.21 .0 V. . . 14.667 14.4553 32.18 .0 V. . . . 14.750 14.6716 31.42 .0 V. . . 14.833 14.8826 30.64 .0 V. . . 14.917 15.0940 30.70 .0 V. . . 15.000 15.3101 31.36 .0 V. . . 15.083 15.5331 32.38 .Q V. . . 15.167 15.7649 33.66 .0 V . . 15.250 16.0075 35.22 .11 V . . 15.333 16.2630 37.11 .0 V . . 15.417 16.5343 39.38 .0 V . . 15.500 16.8244 42.13 . 0 V . 15.583 17.1392 45.71 . 0 V . . 15.667 17.4870 50.51 . 0 .V . . 15.750 17.8752 56.36 '. 0 .V . . 15.833 18.3072 62.73 . 0 .V . . .c n-s .0 100 [0 nC n 4• 16.083 20.5829 180.57 Q. V 16.167 23.6145 440.19 V Q r-vo / / Z 16.250 28.5394 715.09 . V . . 0 l 16.333 33.8789 ///,22 . . V 0 . 16.417 37.7127 556.66 . . V 0 . . 16.500 40.3206 378.67 . Q . V . 16.583 42.2495 280.07 . . 0 . V 16.667 43.8112 226.77 . .0 . V . 16.750 45.1123 188.91 . Q. • V . . 16.833 46.2058 158.79 . 0 . V. . 16.917 47.1375 135.27 . 0 . . V . 17.000 47.9724 121.23 . 0 . . V . 17.083 48.6961 105.08 . 0 . . . V . 17.167 49.3347 92.73 . 0 . .V . 17.250 49.9089 83.37 . 0 . . .V . 17.333 50.4466 78.07 . 0 . . V . 17.417 50.9429 72.06 . 0 . . . V . 17.500 51.3879 64.62 . 0 . . . V . 17.583 51.7978 59.52 . Q . . V . 17.667 52.1859 56.35 . 0 . . V . 17.750 52.5651 55.06 . 0 . . V . 17.833 52.9438 54.98 . 0 . . V . 17.917 53.3180 54.34 . 0 . . V . 18.000 53.6843 53.19 . 0 . V . 18.083 53.9736 42.01 . 0 . . V . 18.167 54.2169 35.32 .0 . . V . 18.250 54.4465 33.34 .0 . . V . 18.333 54.6671 32.03 .0 . . V . 18.417 54.8804 30.98 .0 . . V . 18.500 55.0874 30.06 .0 1 . . V . 18.583 55.2891 29.29 .0 . V . 18.667 55.4861 28.59 .0 . V . 18.750 55.6785 27.95 .0 . V . 18.833 55.8668 27.34 .0 . V . 18.917 56.0512 26.78 .0 . Y . 19.000 56.2319 26.23 .0 . . V . 19.083 56.4083 25.61 .0 . . V . 19.167 56.5787 24.74 .0 . . V . 19.250 56.7414 23.62 .0 . . . Y . 19.333 56.8964 22.51 .0 . . V . 19.417 57.0458 21.69 .0 . . V . 19.500 57.1909 21.08 .0 . V . 19.583 57.3324 20.54 .0 . . V . 19.667 57.4704 20.04 .0 . . V . 19.750 57.6052 19.57 0 . . . V . 19.833 57.7371 19.15 0 . • • . V 19.917 57.8662 18.76 Q . . V . 20.000 57.9928 18.38 0 . . . V . 20.083 . 58.1171 18.04 Q . V . 20.167 58.2390 17.71 0 . . V . 20.250 58.3588 17.40 9 . . V . 20.333 58.4766 17.10 0 . . V . 20.417 58.5924 16.82 0 . . V . 20.500 58.7064 16.55 Q . . V . 20. }: 16.29 0 . V . 20.667 58.9291 16.04 0 . . V . 20.750 59.0380 15.81 0 . Y . 20.833 59.1452 15.58 0 . . V . 20.917 59.2510 15.35 0 . . V . 21.000 59.3552 15.14 0 . V . 21.083 59.4581 14.94 9 . V . 21.167 59.5597 14.75 9 . V . 21.250 59.6601 14.57 0 . . V . 21.333 59.7592 14.40 0 . V . 21.417 59.8572 14.22 Q V . 21.667 60.1444 13.74 Q . • • V • / 21.750 60.2379 13.59 Q . Y • 21.833 60.3305 13.44 Q . • V • 21.917 60.4221 13.30 Q . . • Y • 22.000 60.5127 13.15 0 . . ▪ V . 22.083 60.6023 13.02 0 . . . Y . 22.167 60.6911 12.88 0 . . ▪ Y • 22.250 60.7789 12.75 0 . . ▪ V . 22.333 60.8659 12.63 Q . . • V • 22.417 60.9520 12.50 0 . . • V • 22.500 61.0372 12.38 0 . . ▪ Y • 22.583 61.1217 12.26 0 . . ▪ V • 22.667 61.2054 12.15 0 . . ▪ V . 22.750 61.2882 12.03 0 . . V. 22.833 61.3704 11.92 0 . . V. 22.917 61.4517 11.82 0 . . V. 23.000 61.5324 11.71 0 . . V. 23.083 61.6123 11.61 Q . . . V. 23.166 61.6916 11.51 0 . V. 23.250 61.7701 11.41 0 . . V. 23.333 61.8480 11.31 0 . . V. 23.416 61.9253 11.21 0 . . V. 23.500 62.0019 11.12 0 . . V. 23.583 62.0778 11.03 0 . . V. 23.666 62.1532 10.94 0 . . V. 23.750 62. 2279 10.85 0 . . V. 23.833 62.3021 10.77 0 . . V. 23.916 62.3757 10.68 0 . . V. 24.000 62.4487 10.60 0 . . V. 24.083 62.5190 10.21 0 . . V. 24.166 62.5810 8.99 0 . . V. 24.250 62.6288 6.95 0 . . V. 24.333 62.6621 4.84 0 . . V. 24.416 62.6866 3.56 0 . . V. 24.500 62.7061 2.82 0 . . V. 24.583 62.7221 2.33 0 . V. 24.666 62.7354 1.94 0 . . V. 24.750 62.7466 1.63 Q . V. 24.833 62.7560 1.37 0 . V. 24.916 62.7640 1.16 0 . V. 25.000 62.7708 .98 0 . V. 25.083 62.7765 .83 0 . . V. 25.166 62.7813 .71 0 . . V. 25.2'. 62. 7855 .60 0 . . V. 25.333 62.7889 .50 0 . . V. 25.416 62.7918 .41 0 . . V. 25.500 62.7941 .34 0 . . V. 25.583 62.7961 .28 0 . . V. 25.666 ' 62.7976 .22 0 . . V. 25.750 62.7988 .17 0 . . V. 25.833 62.7996 .12 0 . . V. 25.916 62.8000 .07 0 . . V. 26.000 62.8001 .02 0 . . V. PROJECT: 14v►. T z.f s ! DATE: 2 f rV e LC9r C To l.-o W ©u rc-a - 'f e S A- ) ENGINEER: ��'+ -- / bra y ,e SZG�•n 1. Enter the length of the longest watercourse (feet) /a vat) 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the watershed area (feet) 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) g 4. Enter the SBC basin factor c /s S. Enter the watershed area (acres) 6. Enter baseflow (cfs /square mile) . o 7. Enter SBC S -Graph proportions (decimal) Valley /• o Foothill d Mountain Desert 8. Enter adjusted loss rate (inch/hour) O. ¢/ 9. Enter low loss rate percentage (decimal) 0 .34- 10. Enter watershed area - averaged 5-minute point rainfall (inches) * 0. S Enter watershed area - averaged 30- minute point rainfall (inches)* / • a d Enter watershed area - averaged 1-hour point rainfall (inches) * /,6 / Enter watershed area - averaged 3 -hour point rainfall (inches)* 2- ¢ Enter watershed area - averaged 6 -hour point rainfall (inches)* 44 6 Enter watershed area - averaged 24 -hour point rainfall (inches)* / 11. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDR OGRAPH HYDROLOGY MANUAL INFORMATION FORM 10 eft/ UNIT- HYDROGRAPH ANALYSIS ((((( l(((((l((((((l((( lll(l(((((((((( 0)))))) ))))))))))))))))))))))))))))))) (C) Copyright 1983 Advanced Engineering Software [AES] Especially prepared for: J.P. KAPP 4 ASSOCIATES, INC. (((((( l((( l(((((((((((ll((((((((((((( 0)))))) )))))))))))))))))))))))).))))))) **** }DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'TOTAL AREA INTO SAN SEVAINE BASIN" t * 100 YEAR STORM ' D' t f t WATERCOURSE LENGTH = 10400.000 FEET • LENGTH FROM CONCENTRATION POINT TO CENTROID = 4200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 860.000 FEET MAMNINGS FRICTION FACTOR ALONG WATERCOURSE _ .015 WATERSHED AREA = 420.000 ACRES WATERCOURSE 'LAG' TIME _ .135 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAHE OF LA6 -TIME = 61.948 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSIED LOSS RATE(INCH /HOUR) _ .410 LOW SOIL-LOSS RATE PERCENTAGE(DECIMAL) _ .340 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .75 SPECIFIED PEAT( 30- MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAT( 1 -HOUR RAINFALL(INCH) = 1.61 SPECIFIED PEAK 3-HOUR RAINFFY.L(INCH) = 2.40 SPECIE E t : 3 EAi( 6 -HOUR RAINFALL (INCH) = 4.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.10 *HYDROGRAPH MODEL 41 SPECIFIED} PRECIPITATION DEPTH -AAA REDUCTION FACTORS: 5-MINUTE FACTOR = .994 30- MINUTE FACTOR = .994 1-HOUR FACTOR = .997 3-HOUR FACTOR = .998 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 ((((( l((((((((((((((((((((((((((((((( 0)))))) ))))))))))))))))))))))))))))))) Advanced Engineering Software (AES] WPM Nn. AA07R1 (((((((((((((((((((((((((((((((((((( (( )))>))))) ))) >))) >)) ))))))) >) )))>)))))) UNIT HYDRO6RAPH DETERMINATION 1 II 14' D 107; . INTERNAL. '9' GRAPH MIT HYDR06RAPH NUMBER MEAN VALUES ORDINATES(CF5) 1 8.663 440.025 2 43.971 1793.431 3 69.903 1317.196 4 79.889 507.218 5 85.866 303.586 6 89.882 203.999 7 92.708 143.513 8 94.734 102.931 9 96.381 83.666 10 97.581 60.935 11 98.474 45.388 12 99.124 32.993 13 99.624 25.397 14 100.000 19.098 5/k j 112 li LMIT WIT tN(IT trrtuIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 .0199 .0068 .0131 2 .0199 .0068 .0132 3 .0200 .0068 .0132 . 4 .0200 .0068 .0132 5 .0200 .0068 .0132 6 .0201 .0068 .0132 7 .0201 .0068 .0133 8 .0201 .0068 .0133 9 .0201 .0068 .0133 10 .0202 .0069 .0133 11 .0202 .0069 .0133 12 .0202 .0069 .0134 13 .0203 .0069 .0134 14 .0203 .0069 .0134 15 .0203 .0069 .0134 16 .0204 .0069 .0134 17 .0204 .0069 .0135 18 .0204 .0069 .0135 19 .0205 .0070 .0135 20 .0205 .0070 .0135 21 .0205 .0070 .0135 22 .0206 .0070 .0136 23 .0206 .0070 .0136 24 .0206 .0070 .0136 25 .0207 .0070 .0136 26 .0207 .0070 .0137 27 .0207 .0071 .0137 28 .0208 .0071 .0137 29 .0208 .0071 .0137 30 .0208 .0071 .0138 31 .0209 .0071 .0138 32 .0209 .0071 .0138 33 .0209 .0071 .0138 34 .0210 .0071 .0138 35 .0210 .0071 .0139 36 .0211 .0072 .0139 •37 .0211 .0072 .0139 38 .0211 .0072 .0139 39 .0212 .0072 .0140 40 .0212 .0072 .0140 41 .0212 .0072 .0140 42 .0213 .0072 .0140 43 .0213 .0072 .0141 44 .0213 .0073 .0141 45 .0214 .0073 .0141 46 .0214 .0073 .0141 47 .0215 .0073 .0142 48 .0215 .0073 .0142 49 .0215 .0073 .0142 50 .0216 .0073 .0142 51 .0216 .0073 .0143 52 .0217 .0074 .0143 Aw.7 AATA A41.1 55 .0218 .0074 .0144 56 .0218 .0074 .0144 57 - .0219 .0074 .0144 58 .0219 .0074 .0145 4 /1 2 59 .0219 .0075 .0145 60 .0220 .0075 .0145 9 61 .0220 .0075 .0145 m t . , 62 .0221 .0075 .0146 . 63 .0221 .0075 .0146 64 .0221 .0075 .0146 65 .0222 .0075 .0146 66 .0222 .0076 .0147 67 .0223 .0076 .0147 68 .0223 .0076 .0147 69 .0224 .0076 .0148 70 .0224 .0076 .0148 71 .0225 .0076 .0148 72 .0225 .0077 .0149 73 .0225 .0077 .0149 74 .0226 .0077 .0149 75 .0226 .0077 .0149 76 .0227 .0077 .0150 77 .0227 .0077 .0150 78 .0228 .0077 .0150 79 .0228 .0078 .0151 80 .0229 .0078 .0151 . 81 .0229 .0078 .0151 82 .0230 .0078 .0152 83 .0230 .0078 .0152 84 .0231 .0078 .0152 85 .0231 .0079 .0153 • 86 .0232 .0079 .0153 . 87 .0232 .0079 .0153 88 .0233 .0079 .0154 89 .0233 .0079 .0154 90 .0234 .0079 .0154 91 .0234 .0080 .0155 92 .0235 .0080 .0155 93 .0235 .0080 .0155 94 .0236 .0080 .0156 95 .0236 .0080 .0156 96 .0231 .0079 .0152 97 .0238 .0081 .0157 98 .0239 .0081 .0158 99 .0240 .0082 .0158 100 .0241 .0082 .0159 101 .0242 .0082 .0160 102 .0243 .0083 .0161 103 .0244 .0083 .0161 104 .0246 .0083 .0162 105 .0247 .0084 .0163 106 .0248 .0084 .0164 107 .0249 .0085 .0164 108 .0250 .0085 .0165 109 .0252 .0086 .0166 110 .0253 .0086 .0167 111 .0254 .0087 .0168 112 .0256 .0087 .0169 113 .0257 .0087 .0170 114 .0259 .0088 .0171 115 .0260 .0088 .0172 116 .0261 .0089 .0173 117 - .0263 .0089 .0174 118 .0264 .0090 .0175 HQ AM. AAQA Ai 7A 121 .0269 .0092 .0178 122 .0271 .0092 .0179 123 .0273 .0093 .0180 12, 124 .0274 .0093 .0181 125 .0276 .0094 .0182 126 .0278 .0094 .0183 v 127 .0280 .0095 .0185 lit... 128 .0282 .0096 .0186 129 .0283 .0096 .0187 130 .0285 .0097 .0188 131 .0287 .0098 .0190 132 .0289 .0098 .0191 133 .0292 .0099 .0192 134 .0294 .0100 .0194 135 .0296 .0101 .0195 136 .0298 .0101 .0197 137 .0300 .0102 .0198 138 .0303 .0103 .0200 139 .0305 .0104 .0201 140 .0308 .0105 .0203 141 .0310 .0106 .0205 142 .0313 .0106 .0207 143 .0316 .0107 .0208 144 .0318 .0108 .0210 145 .0321 .0109 .0212 146 .0324 .0110 .0214 147 .0327 .0111 .0216 148 .0331 .0112 .0218 149 .0334 .0113 .0220 150 .0337 .0115 . .0223 151 .0341 .0116 .0225 152 .0344 .0117 .0227 153 .0348 .0118 .0230 154 .0352 .0120 .0232 155 .0356 .0121 .0235 156 .0360 .0122 .0238 157 .0600 .0204 .0396 158 .0601 .0204 .0397 159 .0602 .0205 .0397 160 .0603 .0205 .0398 161 _ .0604 .0205 .0399 162 .0606 .0206 .0400 163 .0607 .0206 .0400 164 .0608 .0207 .0401 165 .0609 .0207 .0402 166 .0611 .0208 .0403 167 .0612 .0208 .0404 168 .0614 .0209 .0405 169 .0615 .0209 .0406 170 .0617 .0210 .0407 171 .0619 .0210 .0408 172 .0620 .0211 .0409 173 .0622 .0212 .0411 174 .0624 .0212 .0412 175 .0247 .0084 .0163 176 .0257 .0087 .0169 177 .0267 .0091 .0176 178 .0279 .0095 .0184 179 .0292 .0099 .0193 180 .0306 .0104 .0202 181 .0323 .0110 .0213 182 .0342 .0116 .0226 183 .0365 .0124 .0241 . 184 .0391 .0133 .0258 napt Al AA A ?AA 187 .0430 .0146 .0284 188 .0458 .0156 .0302 189 .0490 .0167 .0323 ( P 190 .0577 .0196 .0381 /1-2 191 .0703 .0239 .0464 192 .0964 .0328 .0636 f7 193 .7456 .0342 .7114 (//( ����// 194 .1769 .0342 .1427 1 a - 195 .1222 . 0342 .0880 196 .0809 .0275 .0534 197 .0637 .0216 .0420 198 .0529 .0180 .0349 199 .0464 .0158 .0307 200 .0424 .0144 .0280 201 .0391 .0133 .0258 . 202 .0365 .0124 .0241 • 203 .0342 .0116 .0226 204 .0323 .0110 .0213 205 .0306 .0104 .0202 206 .0292 .0099 .0193 207 .0279 .0095 .0184 208 .0267 .0091 .0176 209 .0257 .0087 .0169 210 .0247 .0084 .0163 211 .0624 .0212 .0412 212 .0622 .0212 .0411 213 .0620 .0211 .0409 214 .0619 .0210 .0408 215 .0617 .0210 .0407 216 .0615 .0209 .0406 217 .0614 .0209 ° .0405 218 .0612 .0208 .0404 219 .0611 .0208 .0403 220 .0609 .0207 .0402 221 .0608 .0207 .0401 222 .0607 .0206 .0400 223 .0606 .0206 .0400 224 .0604 .0205 .0399 225 .0603 .0205 .0398 226 .0602 .0205 .0397 227 .0601 .0204 .0397 228 .0600 .0204 .0396 229 .0360 .0122 .0238 230 .0356 .0121 .0235 . 231 .0352 .0120 .0232 232 .0348 .0118 .0230 233 .0344 .0117 .0227 234 .0341 .0116 .0225 235 .0337 .0115 .0223 236 .0334 .0113 .0220 237 .0331 .0112 .0218 238 .0327 .0111 .0216 239 .0324 .0110 .0214 240 .0321 .0109 .0212 241 .0318 .0108 .0210 242 .0316 .0107 .0208 243 .0313 .0106 .0207 244 .0310 .0106 .0205 245 .0308 .0105 .0203 246 .0305 .0104 .0201 247 .0303 .0103 .0200 248 .0300 .0102 .0198 249 .0298 .0101 .0197 250 .0296 .0101 .0195 kW •Uttly •UVytl .u171 254 .0287 .0098 .0190 255 .0285 .0097 .0188 256 .0283 .0096 .0187 YJ 257 .0282 .0096 .0186 1^ 258 .0280 .0095 .0185 1•/ 259 .0278 .0094 .0183 il(b , . 260 .0276 .0094 .0182 261 .0274 .0093 .0181 262 .0273 .0093 .0180 263 .0271 .0092 .0179 264 .0269 .0092 .0178 265 .0268 .0091 .0177 266 .0266 .0090 .0176 267 .0264 .0090 .0175 268 .0263 .0089 .0174 269 .0261 .0089 .0173 270 .0260 .0088 .0172 271 .0259 .0088 .0171 272 .0257 .0087 .0170 273 .0256 .0087 .0169 274 .0254 .0087 .0168 275 .0253 .0086 .0167 276 .0252 .0086 .0166 277 .0250 .0085 .0165 278 .0249 .0085 .0164 279 .0248 .0084 .0164 280 .0247 .0084 .0163 281 .0246 .0083 .0162 282 .0244 .0083 .0161 283 .0243 .0083 .0161 284 .0242 .0082 • .0160 285 .0241 .0082 .0159 286 .0240 .0082 .0158 287 .0239 .0081 .0158 288 - .0238 .0081 .0157 • TOTAL SOIL -LOSS V0.!)E(ACRE -FEET) = 111.2491 TOTAL STORM RUNOFF VOLO ECACRE -FEET) = 241.8411 2,4, o ivriAd 24 -HOUR STORM RUNOFF HYDROGRAPH HYDR06RAPH IN FIVE - MINUTE INTERVALS US) TIME MRS) YOLUME(AF) 0(CFS) 0. 375.0 750.0 1125.0 1500.0 . 083 .0398 5.78 0 . . . . 167 .2420 29.35 0 . . . .250 .5635 46.69 Vg . . .333 .9314 53.42 Vg . . .417 1.3274 57.49 Vg . . . 500 1.7424 60.26 VO . . .583 2.1711 62.24 VO . . . 667 2.6097 63.69 Vg . . . 750 3.0566 64.89 VO . . . 833 3.5096 65.78 VO . . 917 3.9675 66.49 VO . . 1.000 4.4291 67.02 VO . . 1 1.083 4.8937 67.46 VO . . 1.167 5. * of f./. 81 vl? . 1.250 5.8285 67.91 VO . . 1.333 6.2970 68.03 .0 . . 1.417 6.7663 68.14 .0 . . 1.500 7.2362 68.24 .0 . . 1.583 7.7069 68.35 .0 . . . 1.667 8.1784 68.46 .0 . . . 1.750 8.6507 68.57 .0 . . 1.833 9.1236 68.68 .Q . . 1.917 9.5974 68.79 .Q . . . 2.000 10.0719 68.90 .Q . 2.083 10.5472 69.01 . . . 2.167 11.0233 69.13 .0 . 2.250 11.5002 69.25 .Q . . 2.333 11.9778 69.35 .Q . . . 2.417 12.4562 69.46 .QV . . 2.500 12.9355 69.58 .OV . . . 2.583. 13.4155 69.70 . QV . . . 2.667 13.8963 69.81 .QV . . 2.750 14.3779 69.93 .QV . . . 2.833 14.8603 70.05 .OV . . 2.917 15.3435 70.16 .QV . . . 3.000 15.8276 70.28 .QV . . 3.083 16.3125 70.41 . QV . • 3.167 16.7982 70.53 .OV . . . 3.250 17.2847 70.64 .QV . . 3.333 17.7721 70.76 .QV --' . . 3.417 18.2603 70.89 .0 V . . . 3.500 18.7494 71.02 .0 V . . 3.583 19.2393 71.13 .0 V . . . 3.667 19.7301 71.26 .0 V . . . 3.750 20.2217 71.39 . V . . . 3.833 20.7142 71.52 .0 V . . . Z Q17 01 0A77 71 CA n u 4.000 CC. 171V 1 1.07 .0 V . . . . • 4.167 22.6930 72.02 .0 V . . • 4.250 23.1899 72.15 . Q V / "' 4.333 23.6877 72.28 .0 V . . . r 4.417 24.1865 72.42 .Q Y . i ��. 4.500 24.6861 72. 55 .0 V . • 1)/P / 4.583 25.1867 72.68 .0 V . • . • 4.667 25.6881 72.81 .0 V . . 4.750 26.1905 72.95 .0 V . 4. 833 26.6938 73.08 .Q V . . 4.917 27.1981 73.22 .0 Y . 5.000 27.7033 73.36 .0 V . . 5.083 28.2094 73.49 .0 V . 5.167 28.7165 73.63 .0 V . • 5.250 29.2246 73.77 .0 V • 5 . 3 3 3 29.7336 73.91 .0 V . . 5.417 30.2436 74.05 .0 V . . . 5.500 30.7546 74.20 .0 Y . . 5.583 31.2666 74.34 .0 V . . • • 5.667 31.7795 74.48 .61 V . . . 5.750 32.2935 74.62 .0 V . . • . 5.833 32.8084 74.77 . II V . . 5.917 33.3244 74.92 .0 V . 6.000 33.8414 75.07 . 0 V . 6.083 34.3594 75.22 . 0 V . • 6.167 34.8785 75.37 . 0 V . . 6 . 2 5 0 35.3986 7 5 . 52 . � V . . . 6.333 35.9197 75.67 . 0 V . . 6.417 36.4419 75.82 • 0 V . . 6.500 3 6 . 9 6 5 2 7 5 . 9 7 . 0 V . . . 6.583 37.4895 76.13 . 0 V . . 6. 667 38.0149 76.29 . Q V . . . 6.750 38.5413 76.44 . 0 V . • . 6 . 8 3 3 39.0689 76.60 . 0 V . . 6.917 39.5975 76.76 . 0 V . . . 7.000 40.1273 76.92 • 0 V w . . . 7.083 40.6582 77.08 . 0 V . . . 7.167 41.1901 77.24 . 0 V . . . 7.250 41.7232 77.41 . 0 V . . . 7.333 42.2575 77.57 . 0 V . . 7.417 42.7929 77.74 . 0 V . . 7.500' 43.3294 77.91 . 0 V . . . 7.583 43.8671 78.07 . 0 Y . . . 7.667 44.4060 78.24 . 0 V . . 7.750 44.9460 78.41 . 0 Y . . . 7.833 45.4872 78.58 . 0 V . . 7.917 46.0296 78.76 . 0 V . . . 8.000 46.5721 78.77 . Q V . . . 8.083 47.1123 78.44 . 0 V . . 8.167 47.6554 78.85 . 0 V . . . 8.250 48. 2025 79.44 . 0 V . . 8.333 48.7523 79.84 . 0 V . . 8.417 49.3048 80.22 . 0 V . . 8.500 49.8598 80.59 . 0 V . . . 8.583 50.4175 80.98 . 0 V . . 8.667 50.9778 81.35 . 0 V . . . 8.750 51.5408 81.75 . 0 V . . 8.833 52.1065 82.14 . 0 V . . . 8.917 52.6749 82.54 . 0 V . . 9.000 53.2462 8 . 0 V . . 9.083 53.8205 83.37 . 0 V . . . 9.167 54.3977 83.81 . 0 V . . 9.250 54.9778 84.24 . 0 V. . 9.333 55.5610 84.67 . V. . 9.417 56.1472 85.12 . 0 V. . . 9.583 57.3291 86.04 . Q V. . 9.667 57.9248 86.51 0 V. . I 9.833 59.5263 87.47 . 0 V. s i ` , 9.833 59.1263 87.47 0 V. I 9.917 59.7322 87.97 . Q V. . . 10.000 60.3415 88.47 . 0 V. . . 10.083 60.9544 89.00 . 0 V • • 10.167 61.5709 89.52 . 0 V . 10.250 62.1911 90.05 . 0 V . 10.333 62. 8151 90.61 . Q V . 10.417 63.4430 91.16 . 0 V . . 10.500 64.0747 91.73 . Q V . . 10.583 64.7105 92.31 . 0 V . . 10.667 65.3504 92.91 . 0 V . . 10.750 65.9944 93.52 . 0 V . . 10.833 66.6428 94.14 . Q .V . 10.917 67.2955 94. . Q .V . 11.000 67.9527 95.42 . Q .V . 11.083 68.6144 96.09 . 0 . V . 11.167 69.2808 96.77 . 0 .V . . 11.250 69.9521 97.46 . Q . V • 11.333 70.6282 98.18 . 0 .V . 11.417 71.3094 98.91 . 0 .V . 11.500 71.9958 99.66 . 0 .V 11.583 72.6874 100.42 . 0 . V . . 11.667 73.3845 101.21 . 0 . V . . 11.750 74.0871 102.02 , Q • V . 11.833 74.7955 102.86 . Q . V . . 11.917 75.5097 103.71 . Q . V 12.000 76.2300 104.59 . Q . V 12.083 76.9565 105.49 . Q . V . . 12.167 77.6894 106.41 . 0 . V . . 12.250 78.4288 107.37 . 0 . V . 12.333 79.1751 108.36 . Q . V . . 12.417 79.9284 109.38 . Q . V . . 12.500 80.6890 110.43 . Q . V . . 12.583 81.4570 111.52 . 0 . V . . 12.667 82.2327 112.63 . 0 . V . . 12.750 83.0164 113.79 . 0 . Y . . 12.833 83.8084 114.99 . Q . V . . 12. 917 84.6089 116.23 . 0 . V . 13.000 85.4183 117.52 . 0 . V . 13.083 86.2840 125.70 . 0 . V . 13.167 87.3505 154.86 . 0 . V . 13.250 88.5643 176.26 . Q . V . 13.333 89.8371 184.80 . 0 . V . 13.417 91.1461 190.08 . 0 V . . 13.500 92.4806 193.76 . 0 V . 13.583 • 93.8337 196.48 . 0 V . 13.667 95.2012 198.55 0 V 13.750 96.5807 200.31 . Q Y 13.833 97.9700 201.72 . Q V . 13.917 99.3673 202. 89 . 0 V . 14.000 100.7714 203.87 . Q V . 14.083 102.1815 204.75 . 0 V . . 14.167 103.5971 205.54 . Q Y . . 14.250 105.0162 206.06 . 0 V . . 14.333 106.4391 206.60 . Q V . . 14.417 107.8659 207.17 . Q V . . 14.500 109.2968 207.76 . 0 V . . 14.583 110.6562 197.38 . Q . Y . . 14.667 111.71; v t'.3.40 . Q . V . . 14.750 112.5546 122.24 . 0 V . . - 14.833 113.3268 112.13 . 0 V . . 14 01, 114 AC01 1M [, M 15.083 115.5336 106.66 . Q V. . . 15.167 116.2831 108.83 . 9 V. D 1. 15.250 117.0560 112.22 Q V. . � � -l/�t. � Z 15.333 117.8624 117.09 . Q V. . . a 15.417 118.7130 123.51 . Q Y. • 15.500 119.6204 131.76 . 9 V. . . 15.583 120.5829 139.76 . 9 . V. . 15.667 121.5604 141.93 . 0 V . 15.750 122.5669 146.15 . Q V . 15.833 123.6394 155.72 . Q V . . 15.917 124.8385 174.11 . Q V . 16.000 126.2594 206.32 . 9 Y 16.083 129.9612 537.50 . . Q .V . 16.167 140.1448 147 . . V Q. 16.250 149.1055 1301.10 . . . V • Q • 16.333 154.4464 775.49 . . 0 Y . . 16.417 158.2357 550.21 . . 0 V . • 16.500 161.1067 416.87 . .9 V • 16.583 163.4001 333.01 . 0 . V . 16.667 165.2922 274.73 . 9 . Y . . 16.750 166.9367 238.77 . 9 . . V . 16.873 If P ... ; " 91 206.53 . 9 . V . 16.917 169.6101 181.66 . Q . V . • 17.000 170.7195 161.08 . 9 . . V . . 17.083 171.7208 145.40 . 0 V . • 17.167 172.6302 132.04 . 9 . V . • 17.250 173.3999 111.75 . Q . V . • 17.333 174.1147 103.79 . Q . V . . 17.417 174.7881 97.79 . 9 V . • 17.500 '175.4290 93.06 . 0 . . V. . 17.583 176.1190 100.19 . 9 . . Y. • 17.6* 171. (0 14:. /: s 9 V. . 17.750 178.2952 173.58 . 9 . . V. . 17.83;4 179.5685 184.88 . 0 . . V. • 17.917 180.8862 191.34 . 0 . . V. . 18.000 182.2325 195.48 . 9 . V • 18.083 183.5978 198.25 . 0 . Y . 18.167 184.9759 200.10 . 9 . . V . 18.250 186.3640 201.55 . Q . V . 18.33:4 187.7586 202.49 . 0 . .V . 18.417 189.1573 203.09 . 0 . . .V . 18.500 190.5583 203.42 . 0 . . . . 18.583 191.9605 203.60 . 0 . .V . 18.667 193.3629 203.64 . 9 . .V . 18.750 194.7625 20121 . Q . . V . 18.833 196.1592 202.81 . 0 . . V . 18.917 197.5533 202.42 . 0 . . V . 19.000 198.9447 202.04 . Q . . . V . 19.083 200.2858 194.73 . Q . . Y . 19.167 201.4292 166.01 . Q . V • 19.250 202.4239 144.43 . Q . . Y 19.333 203.3562 135.38 . Q . . V . 19.417 204.2478 129.46 . 0 . . V . 19.500 205.1093 125.09 . Q . . V . 19.583 205.9473 121.67 . g . . V • 19.667 206.7661 118.90 . g . . V • 19.750 207.5681 116.45 . 0 . . Y . 19.833 208.3558 114.38 . Q . . Y . 19.917 209.1311 112.57 . Q . . Y 20.000 209.8955 110.99 . 0 . Y • 20.083 210.6499 109.55 . 0 . V . 20.167 211.3953 108.24 . 0 . . Y . 20.250 212.1340 107.25 . Q . . V . 20.333 212.8661 106.30 . 0 . Y . -- L19. 9.1 Ce.O .AC 70 n u 20.583 215.0249 103.60 . 9 • . Y . ) r1 20.66! 215.7325 102.75 . 9 . • . Y / f/ 20.750 216.4344 101.92 . 0 . . V ) 20.833 217.1308 101.11 . 9 . . . V . 20.917 217.8217 100.33 . Q . . V . 21.000 218.5074 99.56 . Q . . Y 21.083 219.1880 98.81 . 9 . . Y . 21.167 219.8635 98.08 . 9 . V . 21.250 220.5341 97.37 . 0 . . Y • 21.3 221.1999 96.68 0 a . V • 21.417 221.8611 96.00 . 0 . . Y . 21.500 222.5177 95.34 . 9 . . V . 21.583 223.1698 94.69 . 9 . . V . 21.667 223.8176 94.06 . 9 . . V • 21.750 224.4611 93.44 . 0 . . Y • 21.833 225.1004 92.83 . 9 . . V • 21.917 225.7357 92.24 . 0 . . V • 22.000 226.3670 91,66 . 0 . . V . 22.083 226.9943 91.09 . 0 . . V . 22.167 227.6178 90.53 . 0 . V . 22.250 228.2376 89.99 . 9 . Y . 22.333 228.8536 89.45 . 0 • Y . 22.417 229.4660 88.92 • 0 . Y . 22.500 230.0749 88.41 . Q . V . 22.583 230.6803 87.90 . 0 . . Y . 22.667 231.2823 87.41 . 0 . Y . 22.750 231.8809 86.92 . 0 . V . 22.833 232. 4762 86.44 . 9 . V . 22.917 233. 0683 85.57 . 0 . V . 23.000 233.6573 85.51 . 9 . Y 23.083 234.2431 85.07 . 0 . . Y . 23.166 234.8259 84.62 . Q . . V . 23.250 235.4056 84.18 . 0 . . V . 23.333 235.9824 83.75 . 0 . Y. 23.416 236.5562 83.32 . 0 . V. 23.500 237.1272 82.91 . 9 . V. 23.583 237.6954 82.50 . 0 . V. 23.666 238.2608 82.10 . 0 . . V. 23.750 238.8236 81.71 . 9 . . V. 23.833 239.3836 81.32 . 0 . . Y. 23.916 239.9410 80.93 . 0 Y. 24.000 240.4957 80.55 . 0 Y. 24.083 .241.0006 73.31 .0 . V. 24.162. 241.3103 44.98 .0 . V. 24.250 241.4771 24.21 9 . Y. 24.333 241.5886 16.19 0 . . Y. 24.416 241.6669 11.37 0 . . Y. 24.500 241.7230 8.14 0 . . V. 24.583 • 241.7633 5.860 . . V. 24.666 241.7924 4.23 0 . V. 24.750 241.8124 2.90 0 . . V. 24.83.' 241.8258 1.94 Q . . Y• 24.916 241.8342 1.22 0 . . V. 25.000 241.8390 .70 0 . V. 25.083 241.8410 .30 0 . . Y. PROJECT: P S DATE: 2/ I - `8 V kJ DI V leL 0j'75D TO LO'-e12 D U ENGINEER: J/Vl Wt-/ l 6 , 7Lnx- i 1. Enter the length of the longest watercourse (feet) /0, ¢oa 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the watershed area (feet) 4 4V 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) 4. Enter the SBC basin factor 4,0 3 0 5. Enter the watershed area (acres) 4•0 6. Enter baseflow (cfs /square mile) o • 7. Enter SBC S -Graph proportions (decimal) Valley /. Foothill Mountain Desert 8. Enter adjusted loss rate (inch/hour) n , GG 9. Enter low loss rate percentage (decimal) 0. 10. Enter watershed area - averaged 5- minute point rainfall (inches)* 0,75 Enter watershed area - averaged 30- minute point rainfall (inches)* / - 3 Enter watershed area - averaged 1 -hour point rainfall (inches)* /• G / Enter watershed area - averaged 3 -hour point rainfall (inches)* 2 . ¢ Enter watershed area - averaged 6 -hour point rainfall (inches)* 4 G Enter watershed area - averaged 24 -hour point rainfall (inches)* /0, / 11. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDR OGRAPH HYDROLOGY MANUAL I NFORMATION FORM / 0 - 7 1 1 4-- " UNIT-HYDROSRAPH ANALYSIS (( l(((((((((((((((((((((((((((((((((( O)))))) )))))) >)))))))))))))))))))))))) (C) Copyright 1983 Advanced Engineering Software (ES] Especially prepared for: J.P. KAPP 4 ASSOCIATES, INC. ((((((((((((((((((((((((((((((((((((( ()))>))> )))))))))))))))) >)))))))))))))) ****uOESCRIPTION OF RESUL t HUNTER'S RIDGE 'TOTAL AREA INTO SAN SEVAINE BASIN' + - * 100 YEAR STORM 'UNDEVELOPED' WATERCOURSE LENGTH = 10400.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 4200.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 860.000 FEET MANNINGS FRICTION FACTOR ALONG WATERCOURSE _ .030 WATERSHED AREA = 420.000 ACRES WATER 'LAG' TIME _ .269 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.974 HYDROGRAPH BASEFLOW = ° 0.000 CFS MAXIMUM WATERSHED LOSS RATE(IMCH/HOUR) _ .660 LOW SOIL -LOSS RATE PERCENTAGE (DECIMAL) _ .590 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .75 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.61 SPEC) -;t ;t Afl 3-HOUR RAINFALL(INCH) = 2.40 SPECIFIED PEA( 6 -HOUR RAINFALL(INCH) = 4.60 SPECIFIED PEAK 24 -HOUR RAIMFALL(INCH)= 10.10 *HYDROGRAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .994 30- MINUTE FACTOR = .994 1-HOUR FACTOR = .997 3-HOUR FACTOR = .998 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 ((((((((((((((((((((((((((((((((((((( O))))) ))))))))))))))))))) )>))))))))))) Advanced Engineering Software CAM t((t Ktt ttttt tt(t(( tt ttttt ttt( lttt tt(U ) / » » » » > > > » » » > > > » » » > > > >» »> UNIT HYDR06RAPH DETERMINATION / r) r v /3 INTERVAL 'S' GRAPH MIT HYDRO6RAPH NUMBER PEN VALUES ORDINATES(CFS) 1 3.028 153.812 2 14.298 572.426 3 33.819 991.531 4 54.124 1031.374 5 66.398 623.475 6 73.408 356.068 7 78.069 236.747 8 81.709 184.874 9 84.664 150.101 10 87.068 122.097 11 89.014 98.835 12 90.751 88.223 13 92.134 70.287 14 93.281 58.232 15 94.265 50.000 16 95.203 47.633 17 96.041 42.579 18 96.721 34.553 19 97.314 30.120 20 97.847 27.071 21 98.347 25.397 22 98.847 25.397 23 99.347 25.397 24 99.847 25. 397 25 100.000 7.750 • 3/ /J/ / D IMIT MIT INIT EFFECTIVE PERIOD RAItFALL SOIL -LOSS RAINFALL (EMBER) (INCHES) (INCHES) (INCHES) 1 .0199 .0117 .0082 2 .0199 .0118 .0082 3 .0200 .0118 .0082 4 .0200 .0118 .0082 . 5 .0200 .0118 .0082 6 .0201 .0118 .0082 7' .0201 .0119 .0082 8 .0201 .0119 .0082 9 .0201 .0119 .0083 10 .0202 .0119 .0083 11 .0202 .0119 .0083 12 .0202 .0119 .0083 13 .0203 .0120 .0083 14 .0203 .0120 .0083 15 .0203 .0120 .0083 16 .0204 .0120 .0084 17 .0204 .0120 .0084 18 .0204 .0121 .0084 19 .0205 .0121 .0084 20 .0205 .0121 .0084 21 .0205 .0121 .0084 '22 .0206 .0121 .0084 23 .0206 .0122 .0084 24 .0206 .0122 .0085 25 .0207 .0122 .0085 26 .0207 .012E .0085 27 .0207 .0122 .0085 28 .0208 .0123 .0085 29 .0208 .0123 .0085 30 .0208 .0123 .0085 31 .0209 .0123 .0086 32 .0209 .0123 .0086 33 .0209 .0124 .0086 34 .0210 .0124 .0086 35 .0210 .0124 .0086 36 .0211 .0124 .0086 37 .0211 .0124 .0086 40 .0212 .0125 .0087 41 .0212 .0125 .0087 ,/ 42 .0213 .0125 .0087 43 .0213 .0126 .0087 , �1 ,, J r 0 44 .0213 .0126 .0088 in V X v° 1/ 45 .0214 .0126 .0088 U 46 .0214 .0126 .0088 47 .0215 .0127 .0088 48 .0215 .0127 .0088 49 .0215 .0127 .0088 50 .0216 .0127 .0088 51 .0216 .0128 .0089 52 .0217 .0128 .0089 53 .0217 .0128 .0089 54 .0217 .0128 .0089 55 .0218 .0128 .0089 56 .0218 .0129 .0089 57 .0219 .0129 .0090 58 .0219 .0129 .0090 59 .0219 .0129 .0090 60 .0220 .0130 .0090 61 .0220 .0130 .0090 62 .0221 .0130 .0090 63 .0221 .0130 .0091 64 .0221 .0131 .0091 65 .0222 .0131 .0091 • 66 .0222 .0131 .0091 67 .0223 .0131 .0091 68 .0223 .0132 .0092 69 .0224 .0132 .0092 70 .0224 .0132 .0092 71 .0225 .0132 .0092 72 .0225 .0133 .0092 73 .0225 .0133 .0092 74 .0226 .0133 .0093 75 .0226 .0134 .0093 76 .0227 .0134 .0093 77 .0227 .0134 .0093 78 .0228 .0134 .0093 79 .0228 .0135 .0094 80 .0229 .0135 .0094 81 .0229 .0135 .0094 . 82 . 0230 .0135 .0094 83 .0230 .0136 .0094 84 .0231 .0136 .0095 85 .0231 .0136 .0095 86 .0232 .0137 .0095 87 .0232 .0137 .0095 . 88 .0233 .0137 .0095 89 .0233 .0138 .0096 90 .0234 .0138 .0096 91 .0234 .0138 .0096 92 .0235 .0138 .0096 93 .0235 .0139 .0096 94 .0236 .0139 .0097 95 .0236 .0139 .0097 96 .0231 .0136 .0095 97 .0238 .0140 .0097 98 .0239 .0141 .0098 99 .0240 .0141 .0098 100 .0241 .0142 .0099 101 .0242 .0143 .0099 102 .0243 .0143 .0100 103 .0244 .0144 .0100 106 .0248 .0146 .0102 107 .0249 .0147 .0102 ,..-- 108 .0250 .0148 .0103 3 /".2 105 .0252 .0149 .0103 ' 110 .0253 .0149 .0104 y� . v 111 .0254 .0150 .0104 / v 112 .0256 .0151 .0105 113 .0257 .0152 .0105 114 .0259 .0153 .0106 115 .0260 .0153 .0107 116 .0261 .0154 .0107 117 .0263 .0155 .0108 118 .0264 .0156 .0108 119 .0266 .0157 .0109 120 .0268 .0158 .0110 121 .0269 .0159 .0110 122 .0271 .0160 .0111 123 .0273 .0161 .0112 124 .0274 .0162 .0112 125 .0276 .0163 .0113 126 .0278 .0164 .0114 127 .0280 .0165 .0115 128 .0282 .0166 .0115 129 .0283 .0167 .0116 130 .0285 .0168 .0117 131 .0287 .0170 .0118 132 .0289 .0171 .0119 133 .0292 .0172 .0120 134 .0294 .0173 .0120 135 .0296 .0175 .0121 136 .0298 .0176 .0122 137 .0300 .0177 .0123 138 .0303 .0179 .0124 134 .0305 .0180 .0125 . 140 .0308 .0182 .0126 141 .0310 .0183 .0127 142 .0313 .0185 .0128 143 .0316 .0186 .0129 144 .0318 .0188 .0131 145 .0321 .0190 .0132 146 .0324 .0191 .0133 147 .0327 .0193 .0134 148 .0331 .0195 .0136 149 .0334 .0197 .0137 150 .0337 .0199 .0138 151 .0341 .0201 .0140 152 .0344 .0203 .0141 153 .0348 .0205 .0143 .154 .0352 .0208 .0144 155 .0356 .0210 .0146 156 .0360 .0212 .0148 157 .0600 .0354 .0246 158 .0601 .0355 .0246 159 .0602 .0355 .0247 160 .0603 .0356 .0247 161 .0604 .0357 .0248 162 .0606 .0357 .0248 • 163 .0607 .0358 .0249 164 .0608 .0359 .0249 165 .0609 .0360 .0250 166 .0611 .0360 .0250 167 .0612 .0361 .0251 168 .0614 .0362 .0252 169 .0615 .0363 .0252 47A A/.7 A7I L Ana, 172 . 0620 .0366 .0254 173 .0622 .0367 .0255 174 .0624 .0368 .0256 (° 175 .0247 .0146 .0101 110 176 .0257 .0152 .0105 / rb ° 177 .0267 .0158 .0110 6 178 .0279 .0164 .0114 179 .0292 .0172 .0120 180 .0306 .0181 .0126 181 .0323 .0191 .0132 182 .0342 .0202 .0140 183 .0365 .0215 .0150 184 .0391 .0231 .0161 185 .0424 .0250 .0174 186 .0464 .0274 .0190 187 .0430 .0253 .0176 188 .0458 .0270 .0188 189 .0490 .0289 .0201 190 .0577 .0341 .0237 191 .0703 .0415 .0288 192 .0964 .0550 .0414 193 .7456 .0550 .6906 194 .1769 .0550 .1219 195 .1222 .0550 .0672 196 .0809 .0477 .0332 191 .0637 .0376 .0261 198 .0529 .0312 .0217 195 .0464 .0274 .0190 200 .0424 .0250 .0174 201 .0391 .0231 .0161 202 .0365 .0215 .0150 203 .0342 .0202 .0140 204 .0323 .0191 .0132 205 .0306 .0181 .0126 206 .0292 .0172 .0120 207 .0279 .0164 .0114 208 .0267 .0158 .0110 209 .0257 .0152 .0105 210 .0247 .0146 .0101 211 .0624 .0368 .0256 212 .0622 .0367 .0255 213 .0620 .0366 .0254 214 .0619 .0365 .0254 215 .0617 .0364 .0253 216 .0615 .03■3 .0252 217 .0614 .0362 .0252 218 .0612 .0361 .0251 219 .0611 .0360 .0250 220 .0609 .0360 .0250 221 .0608 .0359 .0249 222 .0607 .0358 .0249 223 .0606 .0357 .0248 224 .0604 .0357 .0248 225 .0603 .0356 .0247 226 .0602 .0355 .0247 227 .0601 .0355 .0246 228 .0600 .0354 .0246 229 .0360 .0212 .0148 230 .0356 .0210 .0146 231 .0352 .0208 .0144 232 .0348 .0205 .0143 233 .0344 .0203 .0141 234 .0341 .0201 .0140 235 .0337 .0199 .0138 CJI .V.7.11 . V�JJ • �.,,., 238 .0327 .0193 .0134 239 .0324 .0191 • .0133 240 .0321 .0190 .0132 i f D 7/ 241 .0318 .0188 .0131 V iJ 242 .0316 .0186 .0129 243 .0313 .0185 .0128 244 .0310 .0183 . .0127 245 .0308 .0182 .0126 246 .0305 .0180 .0125 247 .0303 .0179 .0124 248 .0300 .0177 .0123 249 .0298 .0176 .0122 250 .0296 .0175 .0121 251 .0294 .0173 .0120 252 .0292 .0172 _ .0120 253 .0289 .0171 .0119 254 .0287 .0170 .0118 255 .0285 .0168 .0117 256 .0283 .0167 .0116' 257 .0282 .0166 .0115 258 .0280 .0165 .0115 259 .0278 .0164 .0114 260 .0276 .0163 .0113 261 .0274 .0162 .0112 262 .0273 .0161 .0112 263 .0271 .0160 .0111 264 .0269 .0159 .0110 265 .0268 .0158 .0110 266 .0266 .0157 .0109 267 .0264 .0156 .0108 268 .0263 .0155 .0108 269 .0261 .0154 .0107 270 .0260 .0153 .0107 271 .0259 .0153 .0106 272 .0257 .0152 .0105 273 .0256 .0151 .0105 274 .0254 .0150 .0104 275 .0253 .0149 .0104 276 .0252 .0149 .0103 277 .0250 .0148 .0103 278 .0249 .0147 .0102 279 .0248 .0146 .0102 280 .0247 .0146 .0101 281 .0246 .0145 .0101 282 .0244 .0144 .0100 283 .0243 .0143 .0100 284 .0242 .0143 .0099 285. .0241 .0142 .0099 286 .0240 .0141 .0098 287 .0239 .0141 .0098 288 .0238 .0140 .0097 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 192.5339 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 160.5982 21 �i) / r u) 24 -HOUR STORM RUNOFF HYDROORAPH HYDRO6RAPH IN FIVE- NIMITE INTERVALS(CFS) TIME(HRS) VOWE(AF) Q(CFS) 0. 250.0 500.0 750.0 1000.0 .083 .0086 1.26 0 . . .167 .0495 5.93 0 . . . 250 .1461 14.03 0 • . . .333 .3008 22.46 0 . . . . .417 .4908 27.58 V0 . . . 500 .7011 30.53 Y0 . . . .583 .9250 32.51 VO . . . 667 1.1596 34.07 V0 . . .750 1.4031 35.35 V0 . . . 833 1.6538 36.40 V0 . . . . 917 1.9104 37.26 VO . . 1.000 2.1724 38.04 YO . . 1.083 2.4387 38.67 V0 . . 1.167 2.7087 39.21 VQ . . . 1.250 2.9820 39.67 VQ . . 1.333 3.2583 40.13 YO • 1.417 3.5375 40.54 YO . . 1.500 3.8191 40.88 V0 . . . 1.583 4.1028 41.19 .0 . . . 1.667 4.3884 41.48 .0 . . 1.750 4.6760 41.75 .0 . . . 1.833 4.9654 42.03 .0 . . • 1.917 5.2567 42.30 .0 . . • . 2.000 5.5499 42.57 .0 . . . 2.083 5.8440 42.71 .0 . . 2. 167 6.1386 42.78 .0 . . . 2.250 6.4337 42.85 .0 . . . 2.333 6.7293 42.92 .0 . . 2.417 7.0254 42.99 .0 . . . 2.500 7.3219 43.06 .0 . . . 2.583 7.6189 43.13 .0 . . . 2.833 8.5129 43.34 . QV . 2.917 8.8119 43.41 .QV . . . 3.000 9.1114 43.49 .QV . . leP l., 3.083 9.4114 43.56 . QV . . 3.167 9.7119 43.63 .1V . . 3.250 10.0129 43.71 . QV . . 3.333 10.3145 43.78 .QV . . 3.417 10.6165 43.86 . QV . . 3.500 10.9191 43.93 .0 . . . 3.583 11.2222 44.01 .QV . 3.667 11.5258 44.09 .QV . . . 3.750 11.8300 44.16 .0V . 3.833 12.1346 44.24 .0 V . . 3.917 12.4399 44.32 .0 Y . 4.000 12.7456 44.40 .0 V . . 4.083 13.0519 44.47 .0 V . . 4.167 13.3587 44.55 .0 V . . . 4.250 13.6661 44.63 .0 V . . 4.333 13.9740 44.71 .0 V . . 4.417 14.2825 44.79 .0 Y . . 4.500 14.5916 44.87 .0 Y . . 4.583 14.9012 44.96 .0 V . 4.667 15.2114 45.04 .0 V . . 4.750 15.5221 45.12 .0 V . . 4.833 15.8334 45.20 .0 V . . . 4.917 16.1453 45.28 .0 Y . . 5.000 16.4577 45.37 .0 V . 5.083 16.7708 45.45 .0 Y . . 5.167 17.0844 45.54 .0 V . . 5.250 17.3986 45.62 .0 V . . . 5.333 17.7134 45.71 .0 Y . . • • 5.417 18.0288 45.80 .0 V . . . 5.500 18.3448 45.88 .0 V . . . 5.583 18.6614 45.97 .0 V . . . 5.667 18.9786 46.06 .0 V . . . 5.750 19.2964 46.15 .0 Y . . . 5.833 19.6148 46.24 .0 V . . . 5.917 19.9339 46.33 .0 V . . . 6.000 20.2536 46.42 .0 V . . . 6.083 20.5739 46.51 .0 V . . . 6.167 20.8948 46.60 .0 Y . . . 6.250 21.2164 46.69 .0 V . . . 6.333 21.5386 46.78 .0 V . . 6.417 21.8614 46.88 .0 Y . . . 6.500 22.1849 46.97 .0 Y . . . 6.583 22.5091 47.07 .0 Y . . 6.667 22.8339 47.16 .0 Y . . 6.750 23.1593 47.26 .0 V . . 6.833 23.4855 47.36 .0 Y . . . 6.917 23.8123 47.45 .0 Y . . . 7.000 24.1398 47.55 .0 Y . . 7.083 24.4679 47.65 .0 Y . . . 7.167 24.7968 47.75 .0 V . . . 7.250 25.1263 47.85 .0 V . . . 7.333 25.4565 47.95 .0 Y . . 7.417 25.7874 48.05 .0 V . . . 7.500 26.1190 48.15 .0 Y . . . 7.583 26.4514 48.25 .0 Y . . . 7.667 26.7844 48.36 .0 V . . . 7.750 27.1182 48.46 .0 V . . • 7.833 27.4527 48.57 .0 V . . 7.917 27.7879 48.67 .0 V . . 8.000 28.1236 48.74 .0 V . . • 8.083 28.4593 48.75 .0 Y . e vn oin +nen an v n 1. 8.333 29.4706 49.16 .0 V /� 8.417 29.8109 49.40 .g Y . . . 8.500 30.1527 ' 49.63 . Q V . ll / 8.583 30.4959 49.84 .0 V / L� ` j 8.667 30.8407 50.06 . 0 V . . 8.750 31.1871 50.29 . Q V . . 8.833 31.5350 50.52 . 0 Y . . 8.917 31.8845 50.75 . Q V . . 9.000 32.2356 50.99 . 0 V . . . 9.083 32.5885 51.23 . 0 V . . 9.167 32.9430 51.48 . Q V . . . 9.250 33.2993 51.73 . 0 Y . . . 9.333 33.6574 51.99 . Q V . . . 9.417 34.0172 52.25 . Q V . . . 9.500 34.3790 52.52 . 0 V . . . 9.583 34.7426 52.80.0 V . . . 9.667 35.1081 53.08 . Q Y . . . 9.750 35.4756 53.36 . 0 V . . . 9.833 35.8451 53.65 . Q V . . 9.917 36.2166 53.94 . Q V. . 10.000 36.5902 54.25 . 0 V. . 10.083 36.9660 54.56 . 0 V. . . 10.167 37.3439 54.87 . 0 V. . 10.250 37.7240 55.19 . 0 V. . . 10.333 38.1064 55.52 . Q V. . 10.417 38.4910 55.85 . 0 V. 10.500 38.8780 56.19 . 0 V. . 10.583 39.2673 56.53 . 0 V. 10.667 39.6591 56,89 . Q V. . 10.750 40.0534 57.25 . Q V. 10.833 40.4502 57.62 . 0 V . . 10.917 40.8496 57.99 . 0 V 11.000 41.2516 58.38 0 V . 11.083 41.6564 58.77 . 0 V , . 11.167 42.0639 59.17 . Q Y . . 11.250 4.4)k 58 . 0 V . 11.333 42.8875 60.00 . 0 V . . 11.417 43.3037 60.43 . Q Y . . 11.500 43.7229 60.88 . Q V . 11.583 44.1453 61.33 . Q V . 11.667 44.5709 61.79 . Q .V . 11.750 44.9997 62.27 . Q . . 11.833 45.4319 62.76 . 0 .0 . . 11.917 45.8676 63.26 . 0 .0 . . 12.000 46.3068 63.77 . 0 .V . 12.083 4r.. ° 4;' - 64.30 . Q .V 12.167 47.1961 64.84 . 0 . Y . . 12.250 47.6466 65.40 . Q .0 . . 12.333 48.1009 65.98 . Q .0 . . 12.417 48.5594 66.57 . 0 . V . . 12.500 49.0221 67.18 . Q . V . . 12.583 49.4891 67.81 . 0 . V . 12.667 49.9606 68.46 . Q . V . 12.750 50.4367 69.13 . Q . V . 12.833 50.9176 69.83 . Q . V • 12.917 51.4035 70.55 . 0 . V . 13.000 51.8945 71.29 . 0 . V . 13.083 52.4010 73.54 . 0 . V . 13.167 52.9509 79.85 . 0 . Y . • . 13.250 53.5717 90.14 . Q . V . 13.333 54.2653 100.71 . 0 . Y . 13.417 55.00,01 107.22 . Q . V . 13.500 55.7686 111.07 . 0 . V 13.583 56.5519 113.73 . 0 . V . IJ. /JV JO. i0VJ 111.00 • It • , • • . 13.833 58.9810 119.18 . Q . V . . 13.917 59.8107 120.46 . 9 . V . . . y 14.000 60.6484 121.64 . Q . V . . ' v P / y 3 14.083 61.4930 122.64 . Q V . / 14.167 62.3438 123.54 . 9 V G 14.250 63.2003 124.35 . 9 V . 14.333 64.0622 125.15 . 0 V . 14.417 64.9294 125.92 . Q V . . 14.500 65.8014 126.61 . 0 V . . 14.583 66.6615 124.89 . 9 . V . . 14.667 67.4651 116.69 . 9 V . . 14.750 68.1687 102.15 . 9 Y • . . 14.833 68.7701 87.34 . 0 V . . 14.917 69.3159 79.25 . Q V . . 15.000 69.8368 75.63 . Q V . . 15.083 70.3464 73.99 . 0 V . . 15.167 70.8518 73.39 . 0 V . . . 15.250 71...543 73.68 . Q y . . 15.333 71.8747 74.84 . 0 V . . 15.417 72.4041 76.87 . Q V . . 15.500 72.9532 79.73 . Q V . . 15.583 73.5262 83.20 . Q . V . 15.667 74.1205 86.29 . 0 V . . 15.750 74.7308 88.61 . Q V . . . 15.833 75.3589 91.20 . Q V . . . 15.'317 76.0241 96.58 . 9 V . . 16.000 76.7628 107.26 . Q V. . 16.083 78.3091 224.52 . Q . V. . . 16.167 81.9560 529.54 . . 10 . 16.250 87.8605 857.33 . . . V . 0 . 16.333 94.3164 3740 . . V 0 . 16.417 99.0512 687.48 . . . V 0 . . 16.500 102.3145 473.83 . Q . V . . 16.583 104.7236 349.81 . . Q V . . 16.667 106.6821 284.37 . .0 V . . 16.750 108.3461 241.61 . 0. V . . 16.833 109.7856 209.02 . Q . V . . 16.917 111.0425 182.50 . Q . V . . 17.000 112.1854 165.95 . 0 . V . . 17.083 113.1956 146.69 . 0 . V . . 17.167 114.1030 131.75 . 9 . V . . 17.250 114.4„u: 1; , Q 17.333 115.7119 113.41 . Q . V . . 17.417 116.4408 105.85 . 0 . V. . 17.500 117.1066 96.67 . 0 . V. . 17.583 117.7421 92.28 . Q . . V. ° 17.667 118.4028 95.94 . 0 . V. . 17.750 119.1448 107.73 . 0 . . V. . 17.833 ' 119.9837 121.81 . Q . V. . 17.917 120.8787 129.95 . 0 . . V . 18.000 121.8012 133.95 . Q . V . 18.083 122.6600 124.69 . Q . . V . 18.167 123.4845 119.73 . 0 V . 18.250 124.3088 119.69 . Q . '1 . 18.333 125.1373 120.29 • Q . . V . 18.417 125.9704 120.97 . 0 . .V . 18.500 126.8083 121.66 . 9 . . .V . 18.583 127.6497 122.17 . Q . . .V . 18.667 128.4939 122.58 . Q . . . V . 18.750 129.3403 122.91 . 0 . . . V . 18.833 130.1891 123.24 . 0 . . . V . 18.917 131.0400 123.54 .. 0 . . V . 19.000 131.8922 123.75 . 0 . . . V . 19.083 132.7352 122.40 . 9 . . . V -. 19.250 134.2789 107.23 . 0 . . . v . 19.333 134.9473 97.06 . 0 . . . V . 19.417 135.5725 90.77 . 0 . . . V 0 0 it/ 19.500 136.1720 87.05 . 0 . . . V . / 19.52:: 136.7518 84.19 . Q . . . Y // 19.667 137.3146 81.72 . Q . . . V . 19.750 137.8628 79.59 . 0 . . . V • 19.833 138.3981 77.73 . Q . V . 19.917 138.9223 76.11 . Q . . . V . 20.000 139.4360 74.60 . Q . . . V 20.063 139.9407 73.27 . Q . . . V . 20.167 140.4370 72.08 . Q . . V . 20.250 140.9258 70.97 . 0 . . V . 20.333 141.4073 69.90 . 0 . V . 20.417 141.8818 68.90 . Q . . V . 20.500 142.3500 67.98 . Q . . . V . 20.583 142.8122 67.12 . Q V . 20.667 143.2689 66.30 . Q . Y . 20.750 143.7201 65.51 . 0 • . . V . 20.833 144.1659 64.73 . Q . . . V . 20.917 144.6064 63.97 . Q . . V . 21.000 145.0418 63.21 . Q . . . V . 21.083 145.4732 62.64 . Q . . V . 21.167 145.9012 62.15 . 0 . . V . 21.250 146.3260 61.68 . Q . V . 21.333 146.7476 61.21 . 0 . . V . 21.417 147.1660 60.76 . Q . . V . 21.500 147.5815 60.32 . Q . . . V . 21.583 147.9940 59.90 . 0 . . V . 21.667 148.4036 59.48 . Q . . V . 21.750 148.8104 59.07 . Q . V . 21.833 149.2145 58.67 . 0 . V . 21.917 149.6158 58.27 . Q . V . 22.000 150.0145 57.89 . Q . . V . 22.083 150.4107 57.52 . Q . . V . 22.167 150.8043 57.15 . 0 . . V . 22.250 151.1954 56.79 . Q . . V . 22.333 151.5841 56.44 . Q . . V . 22.417 151.9705 56.10 . Q . . . V . 22.500 152.3545 55.76 . 0 • . V . 22. 5F4: 152.7362 55.43 • Q . . Y . 22.667 153.1157 55.10 • Q . . Y . 22.750 153.4930 54.79 . Q . V . 22.833 153.8682 54.47 . Q . . V . 22.917 154.2413 54.17 . Q . . . V . 23.000 154.6122 53.87 . Q . . . V . 23.063 154.9812 53.57 . Q . V . 23.166 155.3482 53.28 . 0 . . . V . 23.250 155.7132 53.00 . 0 . . . V . 23.333 156.0762 52.72 . Q . . V . 23.41E 156.4374 52.44 . 0 . . V . 23.500 156.7967 52.17 . 0 . . . V. 23.583 157.1542 51.91 . 0 . V. 23.666 157.5099 51.65 . 0 . . Y. 23.750 157.8638 51.39 . 0 . . V. 23.833 158.2160 51.14 . Q . . . V. 23.916 158.5665 50.89 . 0 . . . Y. 24.000 158.9153 50.64 . 0 . V. 24.083 159.2521 48.91 .Q . . V. 24.166 159.5492 43.13 .0 . . . V. 24.250 159.7786 33.31 .0 . . Y. 24.333 159.9381 23.16 0 . . Y. 24.416 160.0552 17.00 Q . V. 24.500 160.1479 13.47 0 . . V. 24.583 160.2244 11.11 0 . . . V. 24.833 160.3868 6.54 Q . . . V. 24.916 160.4250 5.55 Q V. &yid 6 V D 25.000 160.4572 4.67 Q . . . V. I 3 ; 25.083 160.4846 3.97 a . • Y. / 25.166 160.5079 3.39 Q . V. 25.250 160.5277 2.89 Q V. 25.333 160.5443 2.41 Q . . . V. 25.416 160.5580 1.99 0 . . . V. 25.500 160.5693 1.64 0 . . . V. 25.583 160.5786 1.34 0 . . . V. 25.666 160.5860 1.07 0 . . . V. 25.750 160.5916 .82 0 . V. 25.833 160.5956 .57 0 . . • V. 25.916 160.5978 .32 0 . . . V. 26.000 160.5983 .08 0 . . . V APPENDIX B APPENDIX 8 - Alternate *2 - "Split System" EXHIBIT 8 - Alternate *2 - "Split System" TABLE 2 - Cost Estimate CALCULATIONS • Rational Method 2, 10, 25, 100 Year Storms Lower and Upper Portion Design Calculations • Hydrograph Calculations 100 Year Storm EXHIBIT E - "Split System" - Hydrology Study Plan See Exhibit G for Undeveloped Area Hydrology Study Plan ' (� ' � _ ,v�1��S �(r 7\ �� J "ramO \� � � ��� �)I� / • i, \ j._ )/6C--___ ---1 ' ) / `-,/- ,'/:( — A \I ,.„._,.\,__<,/ i ,,,,,,, ,,,r y , .. ...__________________7)) /„._://, e, /,, ,,_ , R - ,__.----- - . - ry-ri60./ / a , e. - . il / / Q.:5 / ) AN_ ''',. / .- ( .?-/)? - -3.• •••••--- - "1 1 1 .. , \,,, . ,---/,/ --(5 , , \, ---- 7- - ..: - .» ./(\\L---,,,-- \ i j''' .., ', \L' ._)/- .-:--= ,i?' ----i ('' t.11 .'N--', I � ( ^� r`lL i i � . '1���r��li l�L'�fl�\�ir:;, II :' ''''' 'T` ' — '1 '' ))1 ' \Q , _■ - e -- ,_,,..., (n- .rte R r id . - ' , ?, • `j- 2 ,. y , a / , — '. l„ .7,--=-:'-'-----17"7.-41'' - `r' .:::i.';' � � f. I - / I ^ a _ y = - -i' 't—i r _��V . r g.4 ,..,-,-- I . 0 ; 5 °U__Z , t ...411111W ;110 ,, .. , — i 1 ri 1 ff . ,.. .,.... .. , , , .......„.......„--,......._, „...... .ipb...: vit , ,....1 e • ; , .., : _____ "4110 a : ' IT 1' 1, 'I fib" ,,it,._.„___ II 114 ISiOIP - a► - - -- ) , !a2 "ms �' z • N / ..r.„ 44 39' " ,/ -,,,, 63 " �� ' „ A • "J I 1 33” Alt. 2 / Storm Drain / Split System EXHIBIT B }� ____________ _• Hunters Ridge 1542 MINIM A SPECIFIC PLAN PREPARED FOR THE CITY OF FONTANA TABLE 2 . ALTERNATE #2 "SPLIT SYSTEM" ITEM QUANTITY UNIT PRICE TOTAL 1. 24 Inch RCP 100 /LF $ 48 /FT. 5 4,800 2. 33 Inch RCP 4000 /LF $ 66 /LF 5264,000 3. 39 Inch RCP 950 /LF $ 75 /LF 5 71,250 4. 42 Inch RCP 2100 /LF $ 90 /LF $189,000 5. 48 Inch RCP 950 /LF $ 100 /LF 5104,500 6. 51 Inch RCP 1900 /LF $ 115/LF 5218, 500 7. 63 Inch RCP 2000/LE $ 160 / LF 5320, 000 8. 66 Inch RCP 1500 /LF $ 175/LF 5262,500 9. 108 Inch RCP 550 / LF 5 300 / LF $165,000 10. Manholes 40 /EA. 53850/EA. 5154, 000 11. Junction Structure 10 /EA. $2500 /EA. $ 25,000 12. Catch Basins 30 /EA. $4000 /EA. 5120,000 13. Outlet Structure 2 /EA. $20000 /EA. 5 40,000 14. Retention Basin Earth Removal 38610 CU. YD. $ 3/CU.YD. $115,830 15. Summit Ave. Crossing 400 SQ.FT. $ 12 /SQ.FT. $ 4,800 16. , Westerly Culverts 2 Pipes $ 30000 $ 30,000 Subtotal 52, 089, 180 17. Engineering, Surveying, Fee's @ 15% 5313, 377 18. Contingency @ 10% 5208,918 Total 52, 611, 475 J.P. KAPP & ASSOCIATES, INC. JOB ra S • 15892 Pasadena Avenue SHEET NO.. OF V TUSTIN, CALIFORNIA 92680�,, (714) 730-5757 CALCULATED By DATE CHECKED BY DATE_ SCALE 1 1 t ' 1 1 �✓ L-o�„G ,��,e.c,E. ({ 4,c R.Es) ( 1560 ' ) / • \\\ 0500 I • $CJrLC 1"= 2000' J.P. KAPP & ASSOCIATES, INC. JOe H-v t.JT e v.%S Gv 15892 Pasadena Avenue SHEET NO OF TUSTIN, CALIFORNIA 92680 ,7 JA � DATE 3� 3, 6 7 (714) 730.5757 CALCULATED BY CHECKED BY DATE SCALE LOVER PO 12TIOA! TOSUMMlT , . .�¢� /3 /2- 0_ O u . tl 7, 0 Z s- 0 4' 3 2 20 40 GO 80 100 STORM ; CYgp.R.$) 0 _ R,h.T1 DNkL: DEVELOP') . . 0 s 14rfee G-t N l V ►.!'DIE!l6LOF6fl 0 N'(DRcaC¢pw/ COVSLOre0 . . Y 11 11 11 11 II 11 II 11 iI II I 1 STUDY NAME: `/4 17' s ` s 7tv‘i 1-4•2-itrx"/-44-""s ~ 1 CALCULATED BY: 1 1 I I X814=7.4 Dar 1 CHECKED BY: 1 1 I 1 2.0 YEAR STORM 1-HOUR RAINFALLIinch)= .85;INTENSITY SLOPE _ .700 I PAGE NUMBER / OF 2 1 1 II [ADVANCED ENGINEERING SOFTWAR 11 I I CONCENTRATIONISOILIDEV.I AREA I I 1 C 1 0 1 0 ISLOPEISECTIONI V IPATHI T 1 Tc 1 HYDRAULICS 1 1 I I POINT NUMBERITYPEITYPEI(ACRES)Iin /hI I(SUB)1 TOTALIft /ftI IfOs.I ft.Iiin.I ■in.I AND NOTES 1 1 II I - 1 -I III I I I I - 1 - I - 1 I 11 II I -I -I 1 - I - 1 1 1 I 1 -1 -1 -1 1 1I 11 I - -1 I -I -I I 1.03751 1 1 800110.01 IINITIAL SUBAREA 1 I I 10.001 1 1 4 I 11.012.971.7761 25.41 1 1 1 -I -I -I 10.01 1 1 I I 11.001 1 1 5 1 21.712.971.7441 48.01 I 1 I -I -I -I 10.01 1 1 I I 11.001 1 1 4 1 6.612.971.7761 15.21 I 1 1 -1-1-1 10.01 1 1 I I I -1 -I 1 -I -I 1 88.61.02401D= 36.'116.4110001 1.01 In=.0130 Dn= 2.1 1 II I -1 - 1 1 -I -1 1 I 1 I - I - I - 1 1 11 I I 11.001 1 1 39.312.781 I I 88.61 I I 1 I 1 11.11 Strew Su■iary 1 II 1 -I - 1 1 - I - 1 1 1 I I - 1 - 1 - 1 I 11 I I I -I -I I -I -1 I 1.03501 I 11200113.11 IINITIAL SUBAREA 1 I I 17.001 1 I 5 1 16.012.471.7231 28.61 I 1 1 -1-1-1 13.11 1 1 1 l 17.001 1 1 4 1 14.812.471.7611 27.81 1 1 1 -I -I -1 13.11 1 1 1 1 11.001 1 1 5 1 5.212.471.7231 9.31 I 1 1 -1 -I -I 13.11 1 I 11 1- 1-1 1 -1-1 I 65.61.023210= 33.'115.11 9501 1.01 1n.0130 Dn= 1.9 1 II I - I -1 I - I - 1 11 1 1 -I -1 -I 1 II I 1 CONFLUENCE 1 TC #1= 11.1 TC#2= 14.1 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I 1 LARGEST 1 1 I I ANALYSIS 1 0#1= 88.6 0#2= 65.6 0 113= 0.0 0#4= 0.0 0#5= 0.01 I 1 1 CONFLUENCE 1 1 I I FOR POINT# I I #1= 2.78 I#2= 2.34 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 1 1 0= 140.2 1 1 1 I 11.001 01 = 139.9 02 = 140.2 03 = 0.0 04 = 0.0 05 = 0.0I -I -I I 1 1 I I I -1 - I 1 -1 -I 1 I 1 1 -1 I 1 1 1 1 I1 I -I -I I -I -1 1 I 1 1 - - - I 11 I I 111.001 1 1 75.312.341 1 1 140.21 I 1 1 1 1 14.11 Strew Summary 11 II I - - 1 -1 -I 1 1 1 1 -1 -1 -1 1 1I 1 1 I -I -I I -I -I I 1.02921 I 11200113.61 (INITIAL SUBAREA 1 I I 18.001 1 1 5 1 20.712.411.7191 35.81 1 1 I -I -I -I 13.61 1 1 1 1 1 -1 -1 I -I -I I 35.81.00441D= 36.'I 7.01 9001 2.11 In=.0130 Dn= 2.0 1 II I - I -I 1 -1 -1 1 I I 1 - 1 - 1 I 11 I '1 CONFLUENCE 1 TC #1= 14.1 TC#2= 15.7 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 I 1 LARGEST 1 1 1 I ANALYSIS 1 0#1= 140.2 0#2= 35.8 0#3= 0.0 044= 0.0 0#5= 0.01 I I 1 CONFLUENCE 1 1 I I FOR POINT# I I #1= 2.34 I#2= 2.17 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 1 1 0= 172.5 1 1 I I 111.001 01 = 172.5 02 = 166.1 03 = 0.0 04 = 0.0 05 = 0.01 -I -I 1 1 1 II 1 -1 -1 1 -1 -1 1 1 1 1 -1 1 1 1 11 I I 1 -I -1 1 -I -I -----1 172.51.02131N 45.'118.21 8001 .71 1n=.0130 On= 3.01 1 I I 13.001 1 1 5 1 40.912.261.7111 65.71 1 1 I -I -I -I 14.91 1 1 I I I -1 -1 1 -I -I -----I 238.11.02791N 48.'121.81 6801 .51 1n=.0130 Dn= 3.21 1 it 11 I *DEVELOPMENT TYPES:1COM,2= APT, 3= 141 ,4=COND0,5=SF(1 /4- AC),6 /2 SOIL TYPES:1=A,2=5,3=:,4=0,* 1 I *7=SF(1- AC),B- AC),04 U DEV(POOR COV),10=AIDEV(FAIR COV),11=UNDEV(6000 COV) 0,5=SPECIFIED COEFFICIENT* 1 i 1 1 V 11 II II 11 11 11 11 II it y II I I STUDY NAME: f T $ys new-, L►w�- / Tir" CALCULATED BY: 7 1 1 I I V'elAtrz.opeP7 I CHECKED BY: 1 1 I I 2.0 YEAR STORM 1-HOUR RAINFALL(inch)= .85;INTENSITY SLOPE = .700 I PAGE NUMBER ZOF L 1 1 II [ADVANCED ENGINEERING SOFTWARE] 1I I I CONCENTRATIONISOILIDEV.I AREA I I I C 1 0 I 0 ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 I 1 I POINT NUMBERITYPEITYPEI(ACRES)lin/hl I(SUB)1 TOTALIft/ftl Ifps.l ft.Iiin.l ■in.l AND NOTES I 1 it I -I -1 I -1 -I I I 1 I -I -1 -a 1 1 1 I I I -1 -I I -I -1 I I I 1 -1 -1 -i 1 I1 I I 13.001 I I 136.912.201 I 1 238.11 1 1 I I 1 15.41 Stream Summary t I II I -I -I 1 -1 -I 1 I 1 1 -1 -1 -I 1 1I I I 1 -1 -1 1 -1 -I 1 1.02001 I 11500116.01 (INITIAL SUBAREA I I I 26.001 1 I 5 I 21.212.151.7031 32.01 I 1 1 -1-1-1 16.01 11 I I I - I -I I -I -I I 32.01.0167ID= 27.'111.2112001 1.81 In=.0130 Dm 1.5 I II i - -I 1 -1 -1 1 I 1 1 -1 -1 -1 1 11 1 I C(4" r TC#2= 17.8 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 I 1 LARGEST 1 1 I I ANALYSIS 1 0#1= 238.1 (1112= 32.0 0#3= 0.0 Q#4= 0.0 Q15= 0.01 I 1 1 CONFLUENCE I I I I FOR POINT# 1 I #1= 2.20 I#2= 1.99 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I 1 Q= 265.8 1 1 I I 13.001 01 = 265.8 612 = 247.1 03 = 0.0 04 = 0.0 05 = 0.01 -I -I 1 1 1 I I I -I -I I -I -I 1 I 1 I -I 1 1 I I I -1 -1 1 -1 -1 1 265.81.0300ID= 51.'123.41 1001 .11 1n=.0130 Dn= 3.2 1 II I -i -I 1 -1 -1 1 1 1 1 -I -I -I I II 11 100.001 I 1 158.111.991 I 1 265.81 1 1 I 1 1 15.51 Stream Summary ) i I1 I -I -I 1 -I -I I I I I -I - -I I 11 t l I 1 1 1 I I 1 I 1 1 1 1 1 1 1 1 1 l I 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 I I 1 I 1 1 1 1 I I 1 1 1 I 1 1 11 I 1 I I 1 1 I 1 I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I I I 1 1 I 1 1 1 I I I 1 1 1 I I 1 1 1 1 1 I 1 1 1 1 1 l I 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 11 I 1 1 I 1 1 I 1 1 I 1 1 1 1 1 1 I I I 1 I 1 1 I I 1 I 1 1 1 1 I 1 1 I I I 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 I I 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 I I I 1 I 1 1 1 I 1 I I 1 1 1 1 1 1 I.I I 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 11 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 I 1 1 1 1 I 1 1 1 I 1 1 1 I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 I I 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 II II I *DEVELOPMENT TYPES: 1 COM, 2=IPT, 3=#1, 4 CONDO, 5=SF (1 /4 -AC), 6=SF (1 /2-AC) SOIL TYPES: 1A, 2=8, 3 C, 4=0, * I I * 7= SF (1- RC),8=SF(2.5- AC),9=UdlDEV(POOR COV),10=UNDEV(FAIR COV),11=UNDEV(000D COY) 0,5=SPECIFIED COEFFICIENT* 1 1 r �rJ' � 0 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL ((((( f( ((((((((((((((((((((((((((((((0 )>))))) >))))))))))))))))))))))))) >))) (C) Copyright 1982 Advanced Engineering Software [AES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ((((((( ((((((((((((((((((((((l((l((((0 )))>) ))) >)))))))) >) ))>)>))))))) >)) >)) * *********DESCRIPTION OF RESULT * HUNTER'S RIDGE 'SPLIT SYSTEM LOWER PORTION' * 2 YEAR STORM 'DEVELOPED' * * t USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1-HOUR INTENSITY(INCH /HOUR) _ .8505 SLOPE OF INTENSITY DURATION CURVE = .7000 SBC HYDROLOGY MANUAL 'C'- VALUES USED (((((((((((((((((((((((((((((((((((((0))))) )))))))) >))))))))) )))))))))))))) Advanced Engineering Software [AES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 (((((((((((((((((((((((((((((((((((((())))>) ))))))))))))))))))))))))))))))>) • FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 2 ) ))))RATIONAL METHOD INITIAL - SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: CONDOMINIUM TC = K *[(LENGTH**3) /(ELEVATION CHAN6E)]**.2 INITIAL SUBAREA FLOW - LENGTH = 800.00 UPSTREAM ELEVATION = 1590.00 DOWNSTREAM ELEVATION = 1560.00 ELEVATION DIFFERENCE = 30.00 TC = .359*(( 800.00**3)/( 30.00)] **.2 = 10.041 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.973 v/ SOIL CLASSIFICATION IS 'A' / CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7759 SUBAREA RUNOFF(CFS) = 25.37 �vyv TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 25.37 1 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.973 • SOIL CLASSIFICATION IS 'A' SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7442 SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 48.01 TOTAL AREA(ACRES) = 32.70 TOTAL RUNOFF(CFS) = 73.38 TC(MIN) = 10.04 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCN/HOUR) = 2.973 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7759 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 15.22 TOTAL AREA(ACRES) = 39.30 TOTAL RUNOFF(CFS) = 88.60 TC(MIN) = 10.04 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 16.4 UPSTREAM NODE ELEVATION = 1560.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLEMETH(FEET) = 1000.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 88.60 TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 11.06 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) _ 11.06 RAINFALL INTENSITY (INCH. /HOUR) = 2.78 TOTAL STREAM AREA (ACRES) = 39.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 88.60 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITI SUBAREA UNIFORM 1 '3 /1 DEVELOPMENT IS: S: SINGLE FAMILY (1/4 ACRE) . TC = K*I(LENGTH**3) /(ELEVATION CHANGE)]**.2 , INITIAL SUBAREA FLOW- LENGTH = 1200.00 UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1558.00 ELEVATION DIFFERENCE = 42.00 TC = .393*E( 1200.00**3) /( 42.00)]**.2 = 13.086 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.470 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7226 SUBAREA RUNOFF(CFS) = 28.55 TOTAL AREA(ACRES) = 16.00 TOTAL RUNOFF(CFS) = 28.55 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEA( FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.470 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7609 SUBAREA AREA(ACRES) = 14.80 SUBAREA RUNOFF(CFS) = 27.81 TOTAL AREA(ACRES) = 30.80 TOTAL RUNOFF(CFS) = 56.36 TC(MIN) = 13.09 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.470 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7226 SUBAREA AEA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 9.28 TOTAL AREA(ACRES) = 36.00 TOTAL RUNOFF(CFS) = 65.64 TC(MIN) = 13.09 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING CDMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.6 INCNES PIPEFLOW VELOCITY(FEET /SEC.) = 15.1 UPSTREAM NODE ELEVATION = 1558.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOILENGTH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLON THRU SUBAREA(CFS) = 65.64 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 14.13 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS COFLLENCED STREAM VALUES((((( ..Uf LUtnLt VMLUCS USCU ruti 1IYUtf SIKtMPI t MKt: TIME OF CONCENTRATION(MINUTES) = 14.13 RAINFALL INTENSITY (INCH. /HOUR) = 2.34 TOTAL STREAM AREA (ACRES) = 36.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 65.64 /�,� 7 ° CONFLUENCE INFORMATION: " d'D ,, / STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 88.60 11.06 2.779 2 65.64 14.13 2.340 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 139.95 140.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 140.25 TIME(MINUTES) = 14.134 TOTAL AREA(ACRES) = 75.30 FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 1 ) »))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 14.13 RAINFALL INTENSITY (INCH. /HOUR) = 2.34 TOTAL STREAM AREA (ACRES) = 75.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 140.25 FLOW PROCESS FROM NODE 118.00 TO NODE 18.00 IS CODE = 2 )) )))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *C(LENGTH**3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH = 1200.00 UPSTREAM ELEVATION = 1575.00 DU.::ISTREAM ELEVATION = 1540.00 ELEVATION DIFFERENCE = 35.00 TC = .393*(( 1200.00**3)/( 35.00)]**.2 = 13.572 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.407 Stu ']SIFICATION IS "A" SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7194 SUBAREA RUNOFF(CFS) = 35.85 TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 35.85 FLOW PROCESS FROM NODE 18.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.0 UPSTREAM NODE ELEVATION = 1540.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLEN6TH(FEET) = 900.00 MANNINGS N = .013 FSTTMATFD PTPF 11TOMFTFR(TNf II = 3A.A0 WIMP (F PTPFS = 1 PIPEFLOW THRU SUBAREA(CFS) = 35.85 TRAVEL TIME(MIN.) = 2.14 TC(MIN.) = 15.72 FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ))))) AND COMPUTE VARIOUS COFLLENCED STREAM VALUES((((( .. .. - _ t CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUiES) = 15.72 RAINFALL INTENSITY (INCH. /HOUR) = 2.17 TOTAL STREAM AREA (ACRES) = 20.70 TOTAL STREAM RUNOFF(CFS) AT CONFLIENCE = 35.85 CONFLUENCE INFORMATION: STREAM RUNOFF TINE INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 140.25 14.13 2.340 2 35.85 15.72 2.173 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMLLA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLIENCED RUNOFF VALUES ARE AS FOLLOWS: 172.49 166.06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 172.49 TIME(MINUTES) = 14.134 TOTAL AREA(ACRES) = 96.00 FLOW PROCESS FROM NODE 111.00 TO NODE 12.00 IS CODE = 3 )))))COMPUTE PIPEFLON TRAVELTIME THRU SUBAREA(((( )))))USINS COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.0 INCIES- PIPEFLOW VELOCITY(FEET /SEC.) = 18.2 UPSTREP- , ;. FVATION = 1536.00 DOWNSTREAM NODE ELEVATION = 1519.00 FLOI8.ENGTH(FEET) = 800.00 MANNINOS N = .013 ESTIMATED PIPE DIANETER(INCH) = 45.00 NUEER OF PIPES = 1 PIPEFLOW THIS) SUBAREA(CFS) = 172.49 TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 14.87 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEW( FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.259 SOIL CLASSIFICATION IS 'A' SIN6LE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7108 SUBAREA AREA(ACRES) = 40.90 SUBAREA RUNOFF(CFS) = 65.66 TOTAL AREA(ACRES) = 136.90 TOTAL RUNOFF(CFS) = 238.14 TC(M1N) = 14.87 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAYELTIME THRU SUBAREA((((( )))))m" .. • ... ITER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( _ _ a DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 21.8 UPSTREAM NODE ELEVATION = 1519.00 DOWNSTREAM NODE ELEVATION = 1500.00 � FLOULENGTH(FEET) = 680.00 MANNIN6S N = .013 , S S , (,�u/rs�- ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLDW THRU SUBAREA(CFS) = 238.14 (� TRAVEL TIME(MIN.) = .52 TC(MIN.) = 15.39 4 :: FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 I5 CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(((( CDNFt1E) CE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.39 RAINFALL INTENSITY (INCH./HOJR) = 2.20 TOTAL STREAM AREA (ACRES) = 136.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 238.14 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *I(LE)6TH**3) /(ELEVATION CHANEE)]**.2 INITIAL SUBAREA FLOW- LENSTH = 1500.00 UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1520.00 ELEVATION DIFFERENCE = 30.00 TC = .3931(( 1500.00**3)/( 30.00)]**.2 = 16.002 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.145 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7034 SUBAREA RUNOFF(CFS) = 31.99 TOTAL AREA(ACRES) = 21.20 TOTAL RUNOFF(CFS) = 31.99 FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 IS (ODE = 3 )))))COMPUTE PIPEFLOI TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1520.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOILENBTH(FEET) = 1200.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.99 TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 17.79 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR COFLIENCE((l(( ))))) AND COMPUTE VARIOUS COIFLUENCED STREAM VALUES (((( ( 4 tern a r►rr exa a cC ACCT CITD TMIGDCoRICWT =WON 0 ORC. TIME OF CON(NTRATION(MINIITES) = 17.79 RAINFALL INTENSITY (INCH. /HOUR) = 1.99 TOTAL STREAM AREA (ACRES) = 21.20 TOTAL STREAM RUNOFF (CFS) AT COIFL'IENCE = 31.99 CONFLUENCE INFORMATION: S . . Urt.47Z7 7/ STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 238.14 15.39 2.205 2 31.99 17.79 1.992 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMLtL ft�;:.∎ r, , ! VARIOUS COMFLIENCED RUNOFF VALUES ARE AS FOLLOWS: 265.81 247.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOF,- ;L..,; = 265.81 TIME(MINUTES) = 15.387 TOTAL AREA(ACRES) = 158.10 FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 ) ))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAIEAI(l(( )))1 >USINS COMPUTER-ESTIMATED PIPESIZE (NON -PARE FLOW)((((( DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 23.4 UPSTREAM NODE ELEVATION = 1500.00 DOWNSTREAM NODE ELEVATION = 1497.00 FLOI8.ENBTH(FEET) = 100.00 MAN4IN S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 265.81 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 15.46 END OF RATIONAL METHOD ANALYSIS v 11 11 fl 11 11 11 II ii II II I I STUDY NAME: ''S/D41/ 5 y 5 7661+ L4) " 14°4 ' ` � " I CALCULATED BY: I I ~ DEvC'c.4 " I CHECKED BY: 1 I I I 10.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.21;INTENSITY SLOPE = .700 1 PAGE NUMBER / OF 2- 1 I II [ADVANCED ENGINEERING SOFTWARE] II I ICONCENTRATIONISOILIDEV.I AREA 1 I I C 10 I 0 ISLOPEISECTIONI V IPATHI T 1 Tc 1 HYDRAULICS 1 I I I POINT NUMBERITYPEITYPEI(ACRES)lin /hl I(SUB)1 TOTALIft /ftl Ifps.1 ft.lmin.l min.1 AND NOTES I I I I 1 -I -I I -I -I I I I 1 -i -1 -1 1 I I I I 1 -I -I 1 -1 -I 1 1 I 1 -1 -1 -I 1 1 1 1.03751 I 1 800110.01 IINITIAL SUBAREAI 1 I I 10.001 1 1 4 I 11.014.241.7981 37.21 I 1 I -I -I -I 10.01 1 I I I 11.001 1 1 5 1 21.714.241.7761 71.31 I I -------I ----I -I -I 10.01 1 I I I 11.001 1 1 4 I 6.614.241.7981 22.31 I I I ----I ----I -I 10.01 1 I I I I -I -I -------I ----I -I 1130.81.02401D= 42.'118.1110001 .91 In= .01330 Dn= 2.51 1 I I 1 -I -I I -I -I I I 1 1 -I -I -I 1 1 I I I 11.001 1 1 39.313.981 1 1 130.81 1 I I I 1 11.01 Stream Summary) 1 11 I -I -I 1111 1 I 11111 1 I 1.03501 1 11200113.11 (INITIAL SUBAREA( 1 I I 17.001 1 1 5 I 16.013.521.7611 42.81 I I I -I -I -I 13.11 1 I I I 17.001 1 1 4 I 14.813.521.7871 41.01 I I I -I -I -I 13.11 I I I I 11.001 1 1 5 1 5.213.521.7611 13.91 I I I -I -I -I 13.11 1 I ----I I -I ----I I 97.81.023210= 36.'116.41 9501 1.01 In =.0130 Dn= 2.41 1 I I I -I -I 1 -I -I I I I 1 -I -1 -1 I I I I I CIUENCE 1 TC #1= 11.0 TC#2= 14.1 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 I 1 LARGEST I I I ANALYSIS 1 0 #1= 130.8 012= 97.8 0#3= 0.0 0#4= 0.0 0#5= 0.01 I I 1 CONFLUENCE I I I FOR POINT# 1 I #1= 3.98 I#2= 3.35 I #3= 0.00 I#4= 0.00 I #5= 0.001 I I 1 0= 207.7 1 I 1 11.001 01 = 207.0 02 = 207.7 03 = 0.0 04 = 0.0 05 = 0.01 ----I ----I I 1 I I I I -I -I 1 I I 1 I I 1 -I I I 1 1 I I I I -i -I 1111 I I I -I -I -I I 1 I I I 111.001 1 I 75.313.351 1 1 207.71 I ) I 1 1 14.11 Stream Summary) 1 I I I -I -1 1111 1 I I -1 -I -1 I I I -I- I -I -1 I 1.02921 1 11200113.61 IINITIAL SUBAREA( 1 i t 18.001 1 I 5 1 20.713.431.7581 53.81 I I I -I -I -I 13.61 1 I I I I -1 -1 I -I- I I 53.81.00441D= 39.'1 7.61 9001 2.01 In =.0130 Dn= 2.61 1 11 I -I -I 1111 1 1 1111 1i I I CONFLUENCE 1 TC #1= 14.1 TC#2= 15.6 TC #3= 0.0 TC #4= 0.0 TC#5= 0.01 1 1 1 LARGEST 1 I I I ANALYSIS 1 0 #1= 207.7 0#2= 53.8 0#3= 0.0 0#4= 0.0 0#5= 0.01 1 I I CONFLUENCE 1 I I I FOR POINT# 1 I #1= 3.35 I #2= 3.12 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 1 1 0= 256.3 1 I I I 111.001 01 = 256.3 Q2 = 247.3 03 = 0.0 04 = 0.0 05 = 0.01 ----I ----I - -I i t I -I -I 1 -I -1 I- I I -------I ----I I I 1 1 I I I I -I -1 I -1 -I 1 256.31.02131D= 54.'120.41 8001 .71 In =.0130 Dn= 3.31 1 I I 13.001 1 I 5 1 40.913.241.7531 99.91 1 I I -I ----I ----1 14.71 I I I I 1 -I -1 I -1 1356.21.02791D= 57.'124.41 6801 .51 In =.0130 Dn= 3.71 1 II 11 I *DEVELOPMENT TYPES: 1= COM,2 =APT,3 1,4 COND0,5=SF(1 /4- AC),6= SF(1 /2-AC) SOIL TYPES:1f,2 =8,3 C,4=D,* 1 I * 7= SF( 1- AC),8=SF(2.5- AC),9=UNDEV(POOR COV),10=UNDEV(FAIR COV),11=IJNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* 1 i, 1 4 CUT PAPER ALONG OUTSIDE BORDER -LINE V II 11 it 11 II 11 II it II II I STUDY NAME: 1 &P24' 7 SYS7Em Lo GAV AE i°014.7/40%, CALCULATED BY: I I N �dYt�Lt�Plfl7'' I CHECKED BY: 1 1 I 1 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 1.21;INTENSITY SLOPE = .700 I PAGE NUMBER 7 --OF I I II [ADVANCED ENGINEERING SOFTWAREl 11 I I CONCENTRATIONISOILIDEV.I A R E A I I I C I O I 0 ISLOPEISECTIONI V IPATHI T 1 Tc I HYDRAULICS I I I I POINT NUMBERITYPEITYPEI(ACRES)fin /ht I(SUB)1 TOTALIft /ftl Ifps.1 ft.Imin.l min.) AND NOTES 1 1 I I I -I -1 I -I -I I I I I -I -1 -I 1 1 I I I I -I -I I -I -I I 1 1 1 -1 -I -I 1 1 1 I I 13.001 I I 136.913.171 I 1 356.21 I I I I 1 15.21 Stream S u m m a r y 1 I I I -I -I 1 -I -1 I I I I -f -I I I I -I -i 1 -1- 1 1 1.02001 I 11500116.01 (INITIAL SUBAREA 1 11 26.001 1 1 5 1 21.213.061.7471 48.41 I I 1 -I -I -I 16.01 1 I 1 l I - I -I 1 -I -I 1 48.41.0167ID= 30. °112.2112001 1.61 In =.0130 Dn= 1.9 1 11 I - -I I - - I I I 1 -I -I -I I 11 I I CONFLUENCE 1 TC #1= 15.2 TC#2= 17.6 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 1 1 LARGEST I I I ANALYSIS 1 0 #1= 356.2 0#2= 48.4 Q 83= 0.0 084= 0.0 1185= 0.01 1 1 1 CONFLUENCE I t l FOR POINT# 1 I #1= 3.17 I#2= 2.86 I #3= 0.00 I #4= 0.00 I#5= 0.001 1 1 1 CO 397.8 I I I 13.001 01 = 397.8 02 = 369.0 03 = 0.0 04 = 0.0 05 = 0.01 I I I - I -1 I -I -I I I 1 -------I ----I 1 1 1 1 I I- I -I 1397.81.03001D= 60. "125.91 1001 .11 In =.0130 Dn= 3.6 1 I I I - -I 1 -I -I I I I I -I -I -I I 11 I I 100.001 1 1 158.112.861 1 1 397.81 1 1 1 1 1 15.21 Stream Summary I I I -I I -=-I -I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 I I I 1 I 1 I I I 11 I I I 1 1 1 1 1 1 I I I I I I I I I 1 1 I I I I 1 I I 1 I I I I I I I I I I I I I I I I I 1 1 I 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 I 1 1 I I I I I I 1 1 1 1 1 1 1 I I 1 1 1 I I 1 I I I I I I I 1 I I 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 I I I I I I 1 1 1 1 1 I I I I I I 1 I I I I I 1 I 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 II 11 I *DEVELOPMENT TYPES: ( CAM,2)PT,3 =MH,4 CONDO ,5= SF(1 /4- AC),6- SF(1 /2-AC) SOIL TYPES:1 A,2= 8,3==C,4 =0,* 1 I *7= SF(1- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10=UNDEV(FAIR COV),11= UNDEV(G000 COV) 0,5= SPECIFIED COEFFICIENT* 1 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL l(((((((((( l((((((((((((((((((((((((( O)))))) ))))))))))))))))))))))))))))))) (C) Copyright 1982 Advanced Engineering Software IAES7 Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ((((((((((((((((((((( l((((((((((((((( O)))))) ))))))))))))))))))))))))))))))) **********DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'SPLIT SYSTEM INTO SAN SEVAINE BASIN' La16/tolc PmW►/'M * 10 YEAR STORM 'DEVELOPED' * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: • USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 1.2120 SLOPE OF INTENSITY DURATION CURVE = .7000 SBC HYDROLOGY MANUAL 'C'-VALUES USED (((((((((((((((((((((((K ((((((((((((O )))))) ))))))))))))))))))))))))))))))) Advanced Engineering Software [AES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 ((((((((((((((((((((((((((((((((((((( O)))))) ))))))))))))))))))))))) **H**** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: CONDOMINIUM TC = K *I(LENGTH**3) /(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 1590.00 AMU IKtHPI tLtVHIIUN = 1JDU.VV ELEVATION DIFFERENCE = 30.00 TC = .359*(( 800.00**3)/( 30.00)3**.2 = 10.041 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.236 SOIL CLASSIFICATION IS 'A' G / CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7980 �( � - SUBAREA RUNOFF(CFS) = 37.19 TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 37.19 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00.YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.236 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7758 SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 71.31 TOTAL AREA(ACRES) = 32.70 TOTAL RUNOFF(CFS) = 108.50 TC(MIN) = 10.04 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(((N( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.236 SOIL CLASSIFICATION IS 'A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7980 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 22.31 TOTAL AREA(ACRES) = 39.30 TOTAL RUNOFF(CFS) = 130.81 TC(MIN) = 10.04 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTINE THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.1 UPSTREAM NODE ELEVATION = 1560.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLEN6TH(FEET) = 1000.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 130.81 TRAVEL TIME(MIN.) _ .92 TC(MIN.) = 10.96 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 10.96 RAINFALL INTENSITY (INCH. /HOUR) = 3.98 TOTAL STREAM AREA (ACRES) = 39.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 130.81 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *I(LENGTH**3) /(ELEVATION CHANGE)]**.2 / INITIAL SUBAREA FLOW - LENGTH = 1200.00 UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1558.00 ELEVATION DIFFERENCE = 42.00 TC = .393 *I( 1200.00**3)/( 42.00)]**.2 = 13.086 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.519 SOIL CLASSIFICATION I5 °A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7606 SUBAREA RUNOFF(CFS) = 42.83 TOTAL AREA(ACRES) = 16.00 TOTAL RUNOFF(CFS) = 42.83 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.519 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7874 SUBAREA AREA(ACRES) = 14.80 SUBAREA RUNOFF(CFS) = 41.01 TOTAL AREA(ACRES) = 30.80 TOTAL RUNOFF(CFS) = 83.84 TC(MIN) = 13.09 ********* FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.519 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7606 SUBAREA AREA (ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 13.92 TOTAL AREA(ACRES) = 36.00 TOTAL RUNOFF(CFS) = 97.76 TC(MIN) = 13.09 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 I5 CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 16.4 • UPSTREAM NODE ELEVATION = 1558.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLO LEN6TH(FEET) = 950.00 NANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 97.76 TRAVEL TIME(MIN.) = .97 TC(MIN.) = 14.05 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( ..rr.. rnn ,.T rnr.Tr.R n ner. TIME OF CONCENTRATION(MINUTES) = 14.05 RAINFALL INTENSITY (INCH. /HOUR) = 3.35 TOTAL STREAM AREA (ACRES) = 36.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 97.76 , S 1-1r"AA' C // - 7 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 130.81 10.96 3.984 2 97.76 14.05 3.348 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 207.04 207.67 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 207.67 TIME(MINUTES) = 14.054 TOTAL AREA(ACRES) = 75.30 FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIMUTES) = 14.05 RAINFALL INTENSITY (INCH. /HOUR) = 3.35 TOTAL STREAM AREA (ACRES) = 75.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 207.67 1.*******tNHN****14**** FLOW PROCESS FROM NODE 118.00 TO NODE 18.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K }((LENGTH**3) /(ELEVATION CHAN6E)]14.2 INITIAL. SUBAREA FLOW - LENGTH = 1200.00 UPSTREAM ELEVATION = 1575.00 DOWNSTREAM ELEVATION = 1540.00 ELEVATION DIFFERENCE = 35.00 TC = .393 *(( 1200.00 **3) /( 35.00)]+4.2 = 13.572 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.430 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7583 SUBAREA RUNOFF(CFS) = 53.85 TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 53.85 FLOW PROCESS FROM NODE 18.00 TO NODE 11.00 I5 CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMfPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 39.0 INCH PIPE I5 31.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.6 UPSTREAM NODE ELEVATION = 1540.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 rarcrLUw Innu ouDMncM%L.rai - JJ.DJ TRAVEL TIME(MIN.) = 1.98 TC(MIN.) = 15.56 cc47 FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 pp )))))DESISNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.56 RAINFALL INTENSITY (INCH. /HOUR) = 3.12 TOTAL STREAM AREA (ACRES) = 20.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 53.85 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 207.67 14.05 3.348 2 53.85 15.56 3.118 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 256.32 247.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 256.32 TIME(MINUTES) = 14.054 TOTAL AREA(ACRES) = 96.00 FLOW PROCESS FROM NODE 111.00 TO NODE 12.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING OUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 20.4 UPSTREAM NODE ELEVATION = 1536.00 DOWNSTREAM NODE ELEVATION = 1519.00 FLOWLENSTH(FEET) = 800.00 MANNINS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 256.32 TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 14.71 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 ))>) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /FOUR) = 3.243 SOIL CLASSIFICATION IS 'A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7530 SUBAREA AREA(ACRES) = 40.90 SUBAREA RUNOFF(CFS) = 99.87 TOTAL AREA(ACRES) = 136.90 TOTAL RUNOFF(CFS) = 356.19 TC(MIN) = 14.71 ' FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 24.4 UPSTREAM NODE ELEVATION = 1519.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENGTH(FEET) = 680.00 MANNIN6S N = .013 c • ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 356.19 TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 15.17 ******** HF***t***t*.1Ht* *tt*** *************4******* FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.17 RAINFALL INTENSITY (INCH. /HOUR) = 3.17 TOTAL STREAM AREA (ACRES) = 136.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 356.19 * *******4* FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 ))> ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT I5: SINGLE FAMILY (1/4 ACRE) TC = K *((LENGTH* +3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW - LENGTH = 1500.00 UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1520.00 ELEVATION DIFFERENCE = 30.00 TC = .393*(( 1500.00**3)/( 30.00)]**.2 = 16.002 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.057 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7471 SUBAREA RUNOFF(CFS) = 48.42 TOTAL AREA(ACRES) = 21.20 TOTAL RUNOFF(CFS) = 48.42 FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 IS CODE = 3 ) ))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.2 UPSTREAM NODE ELEVATION = 1520.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 48.42 TRAVEL TIME(MIN.) = 1.64 TC(MIN.) = 17.64 *******f* FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 'Inc IN uU4I J nnilumtninuiLai - ir.G, RAINFALL INTENSITY (INCH. /HOUR) = 2.86 TOTAL STREAM AREA (ACRES) = 21.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 48.42 CONFLUENCE INFORMATION: - 1,/(7 STREAM RUNOFF TIME INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 356.19 15.17 3.173 2 48.42 17.64 2.856 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 397.84 369.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 397.84 TIME(MINUTES) = 15.174 TOTAL AREA(ACRES) = 158.10 FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 }})))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 25.9 UPSTREAM NODE ELEVATION = 1500.00 DOWNSTREAM NODE ELEVATION = 1497.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 397.84 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 15.24 END OF RATIONAL METHOD ANALYSIS CUT PAPER ALONG OUTSIDE BORDER -LINE V 11 11 11 11 II 11 11 II 11 11 I I STUDY NAME: " S P 4 7 ter S 14 "Q'`"" 1 CALCULATED BY: '7 I I PLASIAhn-cp., WO"' I CHECKED BY: 1 1 I I 25.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.37;INTENSITY SLOPE _ .700 1 PAGE NUMBER / OF Z. 1 1 it {ADVANCED ENGINEERING SOFTWARE] it 1 I CONCENTRATIONISOILIDEV.I AREA 1 I I C 1 0 1 0 ISLOPEISECTIONI V IPATHI T I Te 1 HYDRAULICS 1 1 I I POINT NUMBERITYPEITYPEI(ACRES)Iin /hl I(SUB)I TOTALIft /ftl Ifps.l ft.l.in.l ■in.I AND NOTES 1 1 II I -1 -I III 11 I 11111 11 II 1 -1 -1 1 -1 -1 1 1 1 11111 11 1 1 1 -1 -1 1 -1 -I 1 1.03751 I 1 800110.01 IINITIAL SUBAREA 1 1 1 10.001 1 I 4 1 11.014.791.8041 42.41 I 1 1-1 -1 -1 10.01 i 1 I I 11.001 1 I 5 I 21.714.791.7841 81.61 1 1 1 -1-1-1 10.01 1 1 I I 11.001 1 I 4 1 6.614.791.8041 25.41 I I I -I -I -I 10.01 1 1 I I 1 -1 -1 1-1-1 1149.41.02401D= 42.'118.4110001 .91 In=.0130 Dm 2.7 1 II 1 -1 -I III I I 1 I - I - I - 1 1 11 I I 11.001 1 I 39.314.511 I 1 149.41 1 I 1 1 1 10.91 Stream Summary 1 1 II 1 -1 -1 III I I 1 1 -1 -1 -1 1 11 1 l 1 -1 ----1-------1----1----1-----1 1.03501 1 11200113.11 (INITIAL SUBAREA 1 11 17.001 1 I 5 1 16.013.981.7711 49.11 I 1 1 -1-1 -1 13.11 1 1 11 17.001 1 I 4 1 14.813.981.7951 46.81 1 1 I -I -I -I 13.11 1 1 1 1 11.001 1 1 5 1 5.213.981.7711 16.01 1 1 1 -1 -I -I 13.11 1 1 1 I I - 1 -I I -I -i 1111.91.02321D= 39.'117.1I 9501 .91 In=.0130 Dn= 2.4 1 II 1 - 1 -1 III I I I 1 - 1 - 1 - 1 1 II I I CONFLUENCE 1 TC #1= 10.9 TC#2= 14.0 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I I LARGEST 1 1 I 1 ANALYSIS 1 Q#1= 149.4 0#2= 111.9 0#3= 0.0 Q14= 0.0 0#5= 0.01 1 I I CONFLUENCE I 1 I I FOR POINT# 1 I #1= 4.51 I#2= 3.80 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I I Q= 237.7 1 1 I I 11.001 01 = 236.9 02 = 237.7 03 = 0.0 Q4 = 0.0 05 = 0.01 -I -1 I 1 I I I I -I -I I -I -I 1 I I I -I 1 1 1 1 I II I -1 -I I -I -1 11 1 1 -1 -I -1 1 11 I I 111.001 1 1 75.313.801 1 1 237.71 1 1 1 1 1 14.01 Stream Summary 1 1 11 I -I -I III I I 1 1 -1 -1 -I 1 1I 1 1 1 -I -1 -------1----1----1-----1 1.02921 I 11200113.61 IINITIAL SUBAREA 1 1 l 18.001 1 1 5 1 20.713.881.7691 61.81 I 1 I -I -I -I 13.61 1 1 I I I - I -I I -I -I I 61.81.0044ID= 42.'1 7.91 9001 1.91 In=.0130 Dm 2.6 1 IC i -I -I III I I 1 11111 11 I I CONFLUENCE 1 TC#1= 14.0 TC#2= 15.5 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 I I LARGEST 1 1 I I ANALYSIS 1 Q#1= 237.7 0#2= 61.8 013= 0.0 0#4= 0.0 Q#5= 0.01 1 I 1 CONFLUENCE 1 I I I FOR POINT# 1 I #1= 3.80 1#2= 3.54 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 I 1 0= 293.6 1 1 I I 111.001 01 = 293.6 02 = 283.6 03 = 0.0 04 = 0.0 05 = 0.01 -I -I I 1 1 II I - 1 -1 I -I -I I I 1 -------I ----I I I 1 11 I I I - I -I 1 -1 -I 1293.61.0213ID= 57.'121.1I 8001 .61 1rF.0130 Dm 3.5 1 I I 13.001 1 I 5 1 40.913.681.7651115.11 I 1 I -I -I -I 14.61 1 1 11 I -I -1 I -I -I 1 408.81.02791D= 60.'125.21 6801 .41 6=.0130 Dn= 3.81 1 11 II I *DEVELOPMENT TYPES:1=COM,2= APT, 3= H, 4=COND0 ,5=SF(1 /4 AC),6=SF(1 /2 SOIL TYPES:1mA,2=8,3 C,4 0,* 1 I * 7= SF( 1- AC),8=SF(2.5- AC),9= ltDEV(POOR COV),10=UNDEV(FAIR COV),11=UNDEV(GOOD COY) 0,5=SPECIFIED COEFFICIENT* 1 i 1 RATIONAL. METHOD HYDROLOGY COMPUTER PROGRAM( BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL l(((( l(((((((((((((((((l(((((((((((((())))>> >) )))))))))) >) >) >))))) >))))))))) (C) Copyright 1982 Advanced Engineering Software IAES] Especially prepared for: J.P. KAPP 3 ASSOCIATES, INC. ((((((( (((((((((((((((((((((((((((((lO >) )) >>)))))) > ))))) >)) > ))) >)) >) ))>)))> *******ti *DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'SPLIT SYSTEM LOUR PORTION' * * 25 YEAR STORM 'DEVELOPED' * * *tom+* USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH /HOUR) = 1.3716 SLOPE OF INTENSITY DURATION CURVE = .7000 SBC HYDROLOGY MANUAL 'C'- VALUES USED ((((((((((((((((((((((((((((((((((((( O)))) ) > >) >)))))))))))))) >) ))))))))))>) Advanced Engineering Software (AES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 ((((((((((((((l((((((((((((((((((((((0)>))> ) >)) > > > >))) > >) >)) >)))) > >)))) ))>> FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 2 )))) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM fFVF1fIDMFNT TR: CONDOMINIUM TC = KfI(LENGTH **3) /(ELEVATION CHAN6E)]**.2 INITIAL SUBAREA FLOW - LENGTH = 800.00 � UPSTREAM ELEVATION = 1590.00 /1/ DOWNSTREAM ELEVATION = 1560.00 L , r)/- ELEVATION DIFFERENCE = 30.00 / TC = .359*(( 800.00} }3) /( 30.00)]14.2 = 10.041 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.794 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8041 SUBAREA RUNOFF(CFS) = 42.40 TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 42.40 tHt**+tt11-1H1+11-t:rft f FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))) ?ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.794 SOIL CLASSIFICATION IS 'A' SIN6LE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7844 SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 81.60 TOTAL AREA(ACRES) = 32.70 TOTAL RUNOFF(CFS) = 124.00 TC(MIN) = 10.04 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 >) ?))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.794 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8041 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 25.44 TOTAL AREA(ACRES) = 39.30 TOTAL RUNOFF(CFS) = 149.45 TC(MIN) = 10.04 f** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.4 UPSTREAM NODE ELEVATION = 1560.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLEN6TH(FEET) = 1000.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 149.45 TRAVEL TIME(MIN.) = .90 TC(MIN.) = 10.94 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF COrCENTRATION(MINUTES) = 10.94 RAINFALL INTENSITY (INCH. /HOUR) = 4.51 TOTAL STREAM AREA (ACRES) = 39.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 149.45 ifr FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 2 k ) >)) )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((!(( ) I / ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *t(LEN6TH **3) /(ELEVATION CHANGE)I**.2 INITIAL SUBAREA FLOW - LENGTH = 1200.00 UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1558.00 ELEVATION DIFFERENCE = 42.00 TC = .393 *(( 1200.00++3)/( 42.00)]44.2 = 13.086 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.983 SOIL CLASSIFICATION IS 'A' SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7710 SUBAREA RUNOFF(CFS) = 49.13 TOTAL AREA(ACRES) = 16.00 TOTAL RUNOFF(CFS) = 49.13 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.983 SOIL CLASSIFICATION IS "A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7947 SUBAREA AREA(ACRES) = 14.80 SUBAREA RUNOFF(CFS) = 46.84 TOTAL AREA(ACRES) = 30.80 TOTAL RUNOFF(CFS) = 95.98 TC(MIN) = 13.09 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.983 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7710 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 15.97 TOTAL AREA(ACRES) = 36.00 TOTAL RUNOFF(CFS) = 111.94 TC(MIN) = 13.09 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 17.1 UPSTREAM NODE ELEVATION = 1558.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLDWLENGTH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 111.94 TRAVEL TIME(MIN.) = .92 TC(MIN.) = 14.01 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))) ?DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( , / IAAAiL A CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: [' y TIME OF CONCENTRATION(MINUTES) = 14.01 ���""" RAINFALL INTENSITY (INCH. /HOUR) = 3.80 TOTAL STREAM AREA (ACRES) = 36.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 111.94 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 149.45 10.94 4.513 2 111.94 14.01 3.797 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FOI :4t1LA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 236.89 237.66 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 237.66 TIME(MINUTES) = 14.011 TOTAL AREA(ACRES) = 75.30 **t*****t****f*** FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 1 ?))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIDN(MINUTES) = 14.01 RAINFALL INTENSITY (INCH. /HOUR) = 3.80 TOTAL STREAM AREA (ACRES) = 75.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 237.66 FLOW PROCESS FROM NODE 118.00 TO NODE 18.00 IS CODE = 2 )? ?))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K #((LENGTH+ *3) /(ELEVATION CHANGE)I**.2 INITIAL SUBAREA FLOW - LENGTH = 1200.00 UPSTREAM ELEVATION = 1575.00 DOWNSTREAM ELEVATION = 1540.00 ELEVATION DIFFERENCE = 35.00 TC = .393 *(( 1200.00**3)/( 35.00)]**.2 = 13.572 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.882 SOIL CLASSIFICATION IS "A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7690 SUBAREA RUNOFF(CFS) = 61.80 TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 61.80 FLOW PROCESS FROM NODE 18.00 TO NODE 11.00 IS CODE = 3 )))) ?COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ?) ???USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW.IN 42.0 INCH PIPE IS 31.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.9 UPSTREAM Nf1flF FI FVATTflN = 154().(1() DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENGTH(FEET) = 900.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 61.80 TRAVEL TIME(MIN.) = 1.90 TC(MIN.) = 15.47 P . FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TINE OF CONCENTRATION(MINUTES) = 15.47 RAINFALL INTENSITY (INCH. /HOUR) = 3.54 TOTAL STREAM AREA (ACRES) = 20.70 TU1 STREAM RUNOFF(CFS) AT CONFLUENCE = 61.80 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 237.66 14.01 3.797 2 61.80 15.47 3.543 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMU A(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 293.64 283.55 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 293.64 TIME(MINUTES) = 14.011 TOTAL AREA(ACRES) = 96.00 FLOW PROCESS FROM NODE 111.00 TO NODE 12.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 21.1 UPSTREAM NODE ELEVATION = 1536.00 DOWNSTREAM NODE ELEVATION = 1519.00 FLOWLENBTH(FEET) = 800.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 293.64 TRAVEL TIME(MIN.) = .63 TC(MIN.) = 14.64 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.681 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7646 SUBAREA AREA(ACRES) = 40.90 SUBAREA RUNOFF(CFS) = 115.12 TOTAL AREA(ACRES) = 136.90 TOTAL RUNOFF(CFS) = 408.75 TC(MIN) = 14.64 )))))COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( - ))))LL' IMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( frAfr" DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.2 INCHES /_� PIPEFLOW VELOCITY(FEET /SEC.) = 25.2 `(e(-1 UPSTREAM NODE ELEVATION = 1519.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENSTH(FEET) = 680.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 408.75 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 15.09 ****t4444 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.09 RAINFALL INTENSITY (INCH. /HOUR) = 3.60 TOTAL STREAM AREA (ACRES) = 136.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 408.75 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K *E(LENSTHI*3) /(ELEVATION CHANGE))*+.2 INITIAL SUBAREA FLOW - LENGTH = 1500.00 UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1520.00 ELEVATION DIFFERENCE = 30.00 TC = .393 {E( 1500.00**3)/( 30.00)]++x.2 = 16.002 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.460 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7591 SUBAREA RUNOFF(CFS) = 55.67 TOTAL AREA(ACRES) = 21.20 TOTAL RUNOFF(CFS) = 55.67 FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )) >))U COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.8 UPSTREAM NODE ELEVATION = 1520.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLEN6TH(FEET) = 1200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 KUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 55.67 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 17.56 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 > > 1 > 1 ncS TmonTr TM nrDPNT NT ST?Ff}M Ana rnNFH i TFNrF (((( ( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: '�'� 1/ TIME OF CONCENTRATION(MINUTES) = 17.56 A- RAINFALL INTENSITY (INCH. /HOUR) = 3.24 TOTAL STREAM AREA (ACRES) = 21.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 55.67 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 408.75 15.09 3.604 2 55.67 1 3.241 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORPIULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 456.60 423.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 456.60 TIME(MINUTES) = 15.092 TOTAL AREA(ACRES) = 158.10 IHHHHHHI FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( >))))USIN6 COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DE:°. =LOW IN 63.0 INCH PIPE IS 46.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 26.8 UPSTREAM NODE ELEVATION = 1500.00 DOWNSTREAM NODE ELEVATION = 1497.00 FLOWLENBTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 456.60 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 15.15 END OF RATIONAL METHOD ANALYSIS l.ul r'I-PEtl rHLU4b UU(5i11t bUtiUtti • V tt - -- - - - t II it 11 II II II II II I I STUDY NAME : 3fl 7 l7 5 T 451j `'' ' C rfQ'o+ • I CALCULATED By: I I K a3Virisrrrr, ~ 1 CHECKED BY: I I I 1 100.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.70;INTENSITY SLOPE = .700 I PAGE NUMBER ( OF 'z-- I I II [ADVANCED ENGINEERING SOFTWARE] I ICONCENTRATIONISOILIDEV.I AREA II I C 1 0 1 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS I I I POINT NUMBERITYPEITYPEI(ACRES)lin /hl l(SUB)1 TOTALIft /ftI !fps.! ft.Imin.1 min.) AND NOTES 1 I I 1 -1 -I I -I -I I 1 1 l -I -1 1 I I I- 1 -1 -i 1 -1 -1 1 1 1 1 =1 -1 -1 1 1 1 I- 1 -1 - 1 I- I -I I 1.03751 1 1 800110.01 (INITIAL SUBAREA! i I I 10.001 1 1 4 1 11.015.941.8131 53.11 1 I I -I -I -I 10.01 1 1 I I 11.001 1 I 5 1 21.715.941.7971102.81 1 I I -I -I -I 10.01 I I I I 11.001 1 I 4 1 6.615.941.8131 31.91 I I I -I -I -I 10.01- -I ! I- I -I 1 187.81.024010= 48. "119.9110001 .81 In =.0130 Dn= 2.81 1 I I 1 -1 -I 1 -I 1 1 1 I -I -I -I I 1 I I 11.001 I 1 39.315.621 1 1 187. 81 1 I I I 1 10.91 Stream Summary) 1 I I I -I -I 1 -I 1 1 1 I -I -I -I I 1 I I 1 -I- I 1- 1--- -I I 1.03501 I 11200113.11 IINITIAL SUBAREA! 1 I I 17.001 1 I 5 1 16.014.941.7861 62.11 1 1 I -I- I- 1 13.11 1 i I I 17.001 1 I 4 1 14.814.941.8051 58.81 I I l -I -I -I 13.11 I I I I 11.001 1 I 5 I 5.214.941.7861 20.21 I 1 1 -I ----I -I 13.11 1 I =i I- I -I 1 141.11.023210= 42. "118.11 9501 .91 In =.0130 Dn= 2.61 1 I I I -I -1 I -I I 1 I 1 -1 -1 -1 1 1 I I CONFLUENCE 1 TC #1= 10.9 TC#2= 14.0 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 I I LARGEST I I i ANALYSIS 1 0 #1= 187.8 0#2= 141.1 0 #3= 0.0 0#4= 0.0 0#5= 0.01 I 1 I CONFLUENCE 1 I I FOR POINT# 1 I #1= 5.62 I#2= 4.72 1 #3= 0.00 I#4= 0.00 I#5= 0.001 I I I 0= 298.8 1 1 I I 11.001 01 = 297.8 02 = 298.8 03 = 0.0 04 = 0.0 05 = 0.01 ----I - I I I I i t I -I -i I -I -I I 1 1 I -1 1 I 1 1 I i I -i -I 1 -1 -1 1 I I I -I -I -I I -1 I I 111.001 1 1 75.314.721 1 1 298.81 I 1 I I 1 14.01 Stream Summaryl 1 I I I -I -I I -1 -1 I 1 I I -I -1 -1 I 1 1 -1- I I 1.02921 1 11200113.61 (INITIAL SUBAREA! 1 I I 18.001 1 I 5 1 20.714.811.7851 78.21 1 1 I- i- I -I 13.61 1 I I -I 1 -I- I ! 78.21.004410= 45. "I 8.31 9001 1.81 In =.0130 Dn= 3.01 1 I I I -I 1 I I 1 1 I I-- -I 1 I 1 11 I 1 CONFLUENCE 1 TC #1= 14.0 TC#2= 15.4 TC #3= 0.0 TC #4= 0.0 TC#5= 0.01 1 1 I LARGEST I I I ANALYSIS 10#1= 298.8 0#2= 78.2 0 #3= 0.0 0#4= 0.0 0#5= 0.01 I I I CONFLUENCE 1 I I FOR POINT# I I #1= 4.72 I#2= 4.41 I #3= 0.00 I#4= 0.00 I#5= 0.001 I 1 I 0= 369.8 I 1 1 111.001 01 = 369.8 02 = 357.5 03 = 0.0 04 = 0.0 05 = 0.01 ----I - I 1 I I I I I -I -1 1111 I I I -I 1 1 I 1 I I I I -I -I - I -I -I 1 369.81.021310= 60. "122.01 8001 .61 In =.0130 Dn= 4.01 1 I I 13.001 1 I 5 1 40.914.581.7811146.31 I I I- I -I -1 14.61 1 I I I I -1 -I I -1 -I 1 516.11.027910= 66. "126.81 6801 .41 In =.0130 Dn= 4.21 I II 11 1 *DEVELOPMENT TYPES:1= CCM,2=APT,3 =MH,4= CONDO ,5- SF(1 /4- AC),6= SF(1 /2 SOIL TYPES:1= A,2 =0,3 C,4 =D,* 1 1 *7=SF(1- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(G00D COV) 0,5= SPECIFIED COEFFICIENT* 1 i u i NHMtn HLUNb UU l bl llt HUliuti -L11Vt ( V _ +-+ II 11 11 II II II II � II 11 II I I STUDY NAME: ~ SAzo > SYt 7 mow - Aftsmir-Priak CALCULATED BY: "-- 1 I I I at 'a'2 b I CHECKED BY: I I I 1 100.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 1.70;INTENSITY SLOPE _ .700 I PAGE NUMBER I-- Cr"- I I II [ADVANCED ENGINEERING SOFTWARE] 11 1 I CONCENTRATIONISOILIDEV.I AREA II IC 10 1 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS 1 I I 1 POINT NUMBERITYPEITYPEI(ACRES)lin /hl l(SUB) I TOTALIft /ftl Ifps.1 ft.lmin.l min.) AND NOTES I I 11 I -I -I I -1 -1 I I 1 1 -I -1 -1 1 I I I I I 1 -i I -1 -1 I I I 11111 1 I I I 13 I 1 136.914.491 I 1 516.11 I I 1 I 1 15.01 Stream Summary 1 I I I -1 -I I -I -1 I 1 1 I -I -1 -1 I I I I I I - I -1 I -I - I I 1.02001 I 11500116.01 (INITIAL SUBAREA 1 I I 26.001 1 I 5 1 21.214.291.7771 70.61 1 I I -- I- I- 1 16.01 1 I 1 -1 I- I- I I 70.61.0167ID= 36. "113.6112001 1.51 In =.0130 Dn= 2.1 1 I I I - I -I I -1 -1 I 1 I I - 1 - 1 - 1 I 1 I I I CONFLUENCE 1 TC #1= 15.0 TC#2= 17.5 TC #3= 0.0 TC#4= 0.0 TC #5= 0.01 I I 1 LARGEST 1 I I ANALYSIS 1 0 #1= 516.1 0#2= 70.6 0#3= 0.0 0#4= 0.0 0#5= 0.01 I I 1 CONFLUENCE I I I FOR POINT# 1 I #1= 4.49 I #2= 4.03 I #3= 0.00 I #4= 0.00 I#5= 0.001 I I 1 0= 576.7 1 I I 13.001 01 = 576.7 02 = 534.2 03 = 0.0 04 = 0.0 05 = 0.01 ----I ----I I 1 I I I I - 1 -I I -I -1 I I I I I 1 1 1 I I -1 I -I -1 1576.71.03001D= 66. "127.91 1001 .11 1n =.0130 Dn= 4.5 1 I I I -I -i 1 -I -i I I i I -I -I -1 I I I I I 100.001 1 1 158.114.031 I 1 576.71 1 1 1 I 1 15.11 Stream Summary 1 I I 1 - 1 -I I -1 -1 I I I I -I -1 -I I 1 I I I I I I I 1 I I 1 1 1 1 I I 1 1 1 I I I I I I I I 1 I 1 1 1. 1 1 1 1 1 I I I I I I I I 1 1 1 1 I I I 1 1 1 11 I I I I I I 1 1 1 1 1 I I 1 1 1 1 l I I I I I I 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 I I 1 1 1 1 1 I I 1 1 1 I I I I i 1 I I 1 1 1 1 I 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 I I I 1 1 1 I I I I I 1 I 1 1 1 1 1 1 I I 1 1 1 I I I 1 1 1 1 I 1 1 1 1 1 I 1 I 1 1 I I I I I I 1 1 1 I 1 1 1 I I 1 1 1 1 l I I I I 1 1 I 1 1 1 1 I I 1 1 1 11 I I I I I I I I I I I I I 1 1 1 11 1 I 1 I I I I I I I 1 I I 1 1 1 I I I I I I I I I I I 1 I 1 I I 1 1 I I I 1 1 1 1 1 1 1 I 1 1 I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I I I I I I I I I 1 I 1 I I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 I I I 1 1 1 I *DEVELOPMENT TYPES:1C0M,2= APT, 3 =MH,4 CONDO ,5= SF(1 /4- AC),6- SF(1 /2-AC) SOIL TYPES:1= A,2= B,3= C,4 4),* 1 I * 7= SF( 1- AC),8= SF(2.5- AC),9IJNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(G00D COV) 0,5= SPECIFIED COEFFICIENT* 1 II I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL (((((((((((((((((((((((((((((((((((((())))))) ))))))))))))))))))))))))))))))) (C) Copyright 1982 Advanced Engineering Software DIES] Especially prepared for: J.P. KAPP 6 ASSOCIATES, INC. (((((((((((((((((((((((((((((((((((((())))))) ))))))))))))))))))))))))))))))) +++++++++ +DESCRIPTION OF RESULTS * HUNTER'S RIDGE "SPLIT SYSTEM LOWER PORTION' + * 100 YEAR STORM 'DEVELOPED' + + + USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.200 100 -YEAR STORM 60-MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH /HOUR) = 1.7000 SLOPE OF INTENSITY DURATION CURVE = .7000 BBC HYDROLOGY MANUAL "C'- VALUES USED ((((((((((((((((((((((((((((((((((((( 0)))))) ))))))))) ) ) )))))))))))))))))))) Advanced Engineering Software DIES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 ((((((((((((((((((((((((((((((((((((( 0)))))) )))))))))))))))))))))))) ++++++++++++ FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 2 ))))) RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: CONDOMINIUM TC = K +D(LENGTH++3) /(ELEVATION CHANGE)]*+.2 INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 1590.00 DOWNSTREAM ELEVATION = 1560.00 ELEVATION DIFFERENCE = 30.00 TC = .359*(( 800.00 *+3) / ( 30. 00) ] **. 2 = 10.041 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.942 SOIL CLASSIFICATION IS 'A• 44/D'}'" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8129 I A SUBAREA RUNOFF(CFS) = 53.13 � ° TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 53.13 1444****** iHHHHHIHHHHH14-11-HilHHH411HI44-1H1 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 ) ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.942 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7971 SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 102.77 TOTAL AREA(ACRES) = 32.70 TOTAL RUNOFF(CFS) = 155.91 TC(MIN) = 10.04 ********4*********4***** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 >) >))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.942 SOIL CLASSIFICATION IS •A• CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8129 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 31.88 TOTAL AREA(ACRES) = 39.30 TOTAL RUNOFF(CFS) = 187.79 TC(MIN) = 10.04 ****t*****44* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 19.9 UPSTREAM NODE ELEVATION = 1560.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENGTH(FEET) = 1000.00 MANNIN8S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLDW THRU SUBAREA(CFS) = 187.79 TRAVEL TIME(MIN.) _ .84 TC(MIN.) = 10.88 ****t*t***E*tIIIIII** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINIJTES) = 10.88 RAINFALL INTENSITY (INCH. /HOUR) = 5.62 TOTAL STREAM AREA (ACRES) = 39.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 187.79 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( DEVELOP INITIAL SUBAREA UNILYRM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) td/11))1'd TC = K *((LEN6TH**3) /(ELEVATION CHAN6E)]**.2 INITIAL SUBAREA FLOW - LENGTH = 1200.00 il UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1558.00 ELEVATION DIFFERENCE = 42.00 TC = .393 *(( 1200.00**3)/( 42.00)]**.2 = 13.086 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.936 SOIL CLASSIFICATION IS 'A' SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7863 SUBW„ h RUNOFF(CFS) = 62.10 TOTAL AREA(ACRES) = 16.00 TOTAL RUNOFF(CFS) = 62.10 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.936 5011 f7 •; 1• CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8054 SUBAREA AREA(ACRES) = 14.80 SUBAREA RUNOFF(CFS) = 58.84 TOTAL AREA(ACRES) = 30.80 TOTAL RUNOFF(CFS) = 120.94 TC(MIN) = 13.09 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.936 SOIL CLASSIFICATION IS 'A' SINGLE- fAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7863 SUE c!. 1REA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 20.18 TOTAL AREA(ACRES) = 36.00 TOTAL RUIOFF(CFS) = 141.12 TC(MIN) = 13.09 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ?)?))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.1 UPSTREAM NODE ELEVATION = 1558.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLENSTH(FEET) = 950.00 MAMNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 141.12 TRAVEL TIME(MIN.) = .88 TC(MIN.) = 13.96 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS COFLUENCED STREAM VALUES((((( COFL(ENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 11Mt OF LUNLtNINHIIUN(M1NUILS) = 1s.yb RAINFALL INTENSITY (INCH. /HOUR) = 4.72 TOTAL STREAM AREA (ACRES) = 36.00 i TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 141.12 J� Zq 7 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 187.79 10.88 5.617 2 141.12 13.96 4.717 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 297.75 298.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 298.82 TIME(MINUTES) = 13.963 TOTAL AREA(ACRES) = 75.30 +++++++++++++ +++ FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.96 RAINFALL INTENSITY (INCH. /HOUR) = 4.72 TOTAL STREAM AREA (ACRES) = 75.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 298.82 FLOW PROCESS FROM NODE 118.00 TO NODE 18.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = K*C(LENGTH++3) /(ELEVATION CHAN6E)7++.2 INITIAL SUBAREA FLOW- LENGTH = 1200.00 UPSTREAM ELEVATION = 1575.00 DOWNSTREAM ELEVATION = 1540.00 ELEVATION DIFFERENCE = 35.00 TC = .393 +(( 1200.00++3)/( 35.00)]++.2 = 13.572 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.812 SOIL CLASSIFICATION IS "A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7846 SUBAREA RUNOFF(CFS) = 78.15 TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 78.15 ++++++++++++141++++HHH4+ HE++++++++++ ++ NE++++ +++++++H114++++++++++++++++++++ FLOW PROCESS FROM NODE 18.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.3 UPSTREAM NODE ELEVATION = 1540.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLEN6TH(FEET) = 900.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 78.15 TRAVEL TIME(MIN.) = 1.80 TC(MIN.) = 15.38 ******-1-141HFHHHH1441444HHHHHHHHH+HHHH-Hri+11441H1****4-14-14*****4-14-1444-11-14***14* 1:)e 411"41‘" .4/1 FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.38 RAINFALL INTENSITY (INCH. /HOUR) = 4.41 TOTAL STREAM AREA (ACRES) = 20.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 78.15 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 298.82 13.96 4.717 2 78.15 15.38 4.409 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 369.79 357.48 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 369.79 TIME(MINUTES) = 13.963 TOTAL AREA(ACRES) = 96.00 FLOW PROCESS FROM NODE 111.00 TO NODE 12.00 IS CODE = 3 ) ))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )) >) )USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 22.0 UPSTREAM NODE ELEVATION = 1536.00 DOWNSTREAM NODE ELEVATION = 1519.00 FLOWLENSTH(FEET) = 800.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 369.79 TRAVEL TIME(MIN.) = .61 TC(MIN.) = 14.57 t4 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 ) >)))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.579 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7813 SUBAREA AREA(ACRES) = 40.90 SUBAREA RUNOFF(CFS) = 146.33 TOT(. AREA(ACRES) = 136.90 TOTAL RUNOFF(CFS) = 516.12 TC(MIN) = 14.57 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREAI((('l )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( RAINFALL INTENSITY (INCH. /HOUR) = 4.03 TOTAL STREAM AREA (ACRES) = 21.20 �,, TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 70.60 /T 'r 14/ '1 / � CONFLUENCE INFORMATION: / STREAM RUNOFF TIME INTENSITY C NUMBER (CFS) (MIN.) (INCH /HOUR) 1 516.12 14.99 4.488 2 70.60 17.47 4.032 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 576.69 534.21 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 576.69 TIME(MINUTES) = 14.991 TOTAL AREA(ACRES) = 158.10 FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 27.9 UPSTREAM NODE ELEVATION = 1500.00 DOWNSTREAM NODE ELEVATION = 1497.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 576.69 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 15.05 END OF RATIONAL METHOD ANALYSIS DEPTH OF FLOW IN 66.0 INCH PIPE 1S 49.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 26.8 � UPSTREAM NODE ELEVATION = 1519.00 / /' DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENGTH(FEET) = 680.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 516.12 TRAVEL TIME(MIN.) = .42 TC(MIN.) = 14.99 ********4****4 **f** **H* **4********+** * VH4tff11 -11111 *** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIP INCENTRATION(MINUTES) = 14.99 RAINFALL INTENSITY (INCH. /HOUR) = 4.49 TOTAL STREAM AREA (ACRES) = 136.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 516.12 *114 fH t* r ****1+ FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 ))> ))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = 10C(LENGTH**3) /(ELEVATION CI N6E)]**.2 INITIAL SUBAREA FLOW - LENGTH = 1500.00 UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1520.00 ELEVATION DIFFERENCE = 30.00 TC = .3 *C( 1500.00**3)/( 30.00)]**.2 = 16.002 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.288 SOIL CLASSIFICATION IS "A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7767 SUBAREA RUNOFF(CFS) = 70.60 TOTAL AREA(ACRES) = 21.20 TOTAL RUNOFF(CFS) = 70.60 **** ***** * * * *i-* FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.6 UPSTREAM NODE ELEVATION = 1520.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLEN6TH(FEET) = 1200.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 70.60 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 17.47 *11111 ******************* FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 > ))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATI0N(MINUTES) = 17.47 J.P. KAPP & ASSOCIATES, INC. JO8� c, 15892 Pasadena Avenue SHEET NO. / OF . TUSTIN, CALIFORNIA 92680 (714) 730 -5757 CALCULATED BY DATE 3l3 ` p 7 CHECKED BY DATE SCALE 06 AC- /0/AZ. 2 a r---I s, . i n u N I , 0 i 0 eJ ^f' s ... Q / y c SknA rVi - r 51: - r St's upPe2. 1 Fa12- -rt0 s U It 6 Jr[.c 1 t‘ = Z000 I J.P. KAPP & ASSOCIATES, INC. JOB S1 1�CC 15892 Pasadena Avenue SHEET NO. OF 3 TUSTIN, CALIFORNIA 92680 ,.- , ^ - 3/ ¥/� (714) 730 -5757 v CALCULATED BY ~�� DATE CHECKED BY DATE SCALE 3 >7 a, 0 0 0 A f I g i p : i D._. - 1 • o a 2 Ili 4c: 11 �' it it �� I 4 0 � , N �I1 4N c �.!I a. T. o` 4\ o 4 • 4 4 N 1 4 4 . , 4 , J.P. KAPP & ASSOCIATES, INC. JOB QT'S 15892 Pasadena Avenue SHEET NO. 3 of 3 TUSTIN, CALIFORNIA 92680 DATE 3I / /R-7 (714) 730 -5757 CALCULATED BY CHECKED BY DATE SCALE pog. -now To S c E 1z./v, , • _ i¢ _. /3 0 �2 0 0 N � y,, y. O 1 7 0 2 5 4 4 3 , 2 • 4 c 40 GO 80 100 STORM F-REQ. CY R.$) . _ . . p .e RAM O■JM_ / pIGV .L OT O = . 1 -kioamcopeT>14 I uN DwaLepa» m — WiDR• Ge*.n. t/ IMVYLA:Yrdn pm= 2014 (NESS /dc. Geolen . Alan 01471 r 1 1 1 1 11 11 11 11 11 11 11 11 11 11 I I STUDY NW: ''' sin-47 SPS76 ' 1 #,/)10.- pDA•7/ 4 'V 4 1 CALCULATED BY: - 1 1 C P 'az.op ,w) I CHECKED BY: 1 1 I I 2.0 YEAR STORM 1-HOUR RAINFALL(inch)= .85;INTENSITY SLOPE _ .700 I PAGE NUMBER / OF Z I i II [ADVANCED ENGINEERING SOFTWAR 11 1 I CONCENTRATIONISOILIDEV.I AREA 1 I I C I Q I Q ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS 11 I I POINT NUMBERITYPEITYPEI(ACRES)lin/hI I(SUB)1 TOTALIft /ftl Ifps.1 ft.Iuin.I ■in.I AND NOTES 1 I II 1 -I I -1 -1 I I I 11111 I1 II I -1 I -I -I I I I 11111 I1 1 1 1 -1 -1 I -I -I I 1.42861 I 1 7001 8.71 ]INITIAL SUBAREA i I I 1.001 1 1 9 1 7.813.291.6591 16.91 I 1 I -I -I -I 8.71 1 I 1 1 1 -1 -1 I -I -I I 16.91.12001 streetl 9.1110001 2.01 I*Qavg= 26.8cfsl 1 I 1 36.ft STREETI 1 1 I I I I I I I 1 I 1 IDn= .39 W= 11.81 I I flow to PT. #I 1 I I I I I I I 1 1 I 1 IX-fall= .020001 1 I I 2.001 1 1 8 1 10.512.861.6521 19.61 I 1 1 -1 -1-1 10.61 1 11 1 -1 -1 I -I -I I 36.51.08461 streetl 8.7113001 2.41 I*Qavg= 46.3cfsl 1 I 1 36.ft STREET] 1 1 I I I I I I I I 1 I IDn= .47 W= 15.51 I I flow to PT. #I 1 1 I I I I I I 1 1 1 1 IX-fall= .020001 1 I I 3.001 1 1 8 1 12.912.471.6211 19.81 I 1 I -I -I -I 13.01 1 1 I I 4.001 1 1 8 1 26.412.471.6211 40.61 I 1 I -I -I -I 13.01 1 1 1 1 1 -1 -1 - 1 -I -1 I 96.91.131210- 27.'131.8116001 .81 1n=.0130 Dn= 1.61 1 i t 5.001 1 1 5 1 35.312.371.7171 60.01 I 1 I =I -I -I 13.91 1 1 1 1 1 -1 -1 ▪ I -I -I 1 156.91.089310= 33.'130.3114001 .81 In=.0130 Dn= 2.21 I I I 6.001 1 1 5 1 21.012.281.7121 34.11 I I I -I -I -I 14.71 11 11 1 -1 -1 I -I -I 1 191.01.063210- 39.'128.41 9501 .61 In=.0130 Dm 2.51 1 11 1 -1 -1 - I -I -I 1 191.01.05001D= 42.'126.21 7001 .41 ln=.0130 Dn' 2.51 1 I I 8.001 1 1 5 1 47.212.181.7061 72.51 I 1 I -I -I -I 15.71 1 1 1 1 1 -1 -1 - 1 -1-1 1 263.51.033310- 51.'124.4112001 .81 In=.0130 Dn= 3.01 1 I I 9.001 1 I 7 1 12.312.101.6111 15.81 1 1 I -I -I -I 16.51 1 1 I I 9.001 1 1 1 I 10.012.101.8201 17.21 1 I 1 -1-1-1 16.51 1 1 I I 9.001 1 1 9 1 11.012.101.5511 12.71 I 1 I -I -I -I 16.51 1 1 11 1 -1 -1 1-1-1 1 309.31.056210= 48.'130.71 8001 .41 1n=.0130 Dn= 3.01 1 II I -I -I III 11 I 11111 1I 11 9.001 1 I 194.412.061 I 1 309.31 I I I 1 1 16.91 Stream Summary 1 it I - - 1 -1 -1 1 1 1 11111 1I 1 1 1 -I -I - I -I -i I 1.08801 I 11000110.91 IINITIAL SUBAREA] 1 11 14.001 1 I 6 1 14.012.811.7161 28.21 1 1 1 -1-1-1 10.91 1 1 I I 15.001 1 1 4 1 15.212.811.7721 33.01 1 1 1 -1 -1-1 10.91 1 I I 1 -1 -1 I -I -i 1 61.11.07141 street) 8.81 7001 1.31 I*Qavg= 61.1cfsl 1 11 48.ft STREETI 1 1 I 1 1 I 1 1 I 1 I I IDn= .52 W= 18.21 I I flow to PT. #I 1 1 I I I 1 1 I 1 1 1 1 IX-fall= .020001 1 I I 15.001 1 I 5 I 0.012.591.7291 0.01 I 1 I -I -I -I 12.21 11 11 16.001 1 1 4 1 22.012.591.7651 43.61 I I I -I -I -I 12.21 11 I 1I I *DEVELOPMENT TYPES: 1COM, 2= APT, 3=MH, 4=COND0 ,5 /4- AC),6- SF(1 /2-AC) SOIL TYPES: 1 l,2=B,3 C,4- 1 I *7= SF(1- AC),8- -AC),9 IDEV(POOR COV),10=I#IDEV(FAIR COV),11=UNDEV(GOOD COV) 0,5- - SPECIFIED COEFFICIENT* 1 1 1 1 V it II 11 II 11 II 11 11 it I I STUDY NAME: 17 S 145 11 r 1 CALCULATED BY: - 1 1 I I C SAvissZ.472" 1 CHECKED BY: 1 1 I I 2.0 YEAR STORM 1-HOUR RAINFALL(inch)= .85;INTENSITY SLOPE = .700 1 PAGE *BOER/ OF 1 1 II (ADVANCED ENGINEERING SOFTWARE] 11 I I CONCENTRATIONISOILIDEV.I AREA 1 I 1 C 1 0 1 0 ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 1 1 I POINT NU(BERITYPEITYPEI(ACRES)lin /h1 I(SUB)1 TOTALIft/ftl I fps. 1 ft. I.in.1 nin.1 AND NOTES 1 1 II I - 1 -1 I -I -1 11 1 I - I - I - 1 I 11 I 1 1 - 1 -1 I -I -I 1104.81.03431D= 36.'119.61 3501 .31 1n=.0130 Dn= 2.1 1 t l I - 1 -1 1 -1-1 1 104.81.00331D= 54.'1 8.1115001 3.11 1n=.0130 Dn= 3.4 1 II I - 1 -1 1 -I -1 1 1 1 1 - 1 - 1 - 1 I 11 I I CONFLUENCE 1 TC #1= 16.9 TC#2= 15.6 TC #3= 0.0 TC#4= 0.0 TC*5= 0.01 1 1 1 LARGEST 1 1 I I ANALYSIS 1 0 11= 309.3 0#2= 104.8 0#3= 0.0 0#4= 0.0 0#5= 0.01 1 1 1 CONFLUENCE 1 I I I FOR POINT# 1 I #1= 2.06 I#2= 2.18 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 1 0= 408.3 1 1 I I 9.001 01 = 408.3 02 = 389.9 03 = 0.0 04 = 0.0 05 = 0.0I -I -I I 1 1 I I 1 - 1 -1 I -I -1 I I 1 1 -I 1 1 1 1 1 I I I - I -1 1 -I -I 1 408.31.0036ID= 87.'111.71 5501 .81 In=.0130 Dos 5.7 1 II 1 - 1 -1 1 -I 1 1 1 I -I -I -I I 11 I I 102.001 1 1 245.612.181 1 1 408.31 1 1 1 1 1 17.71 Stream Summary 1 II I -I -I I - 1 -I I I 1 I -I -i -1 I 11 I I 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 l 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 11 I I I I 1 1 1 1 1 1 1 I 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 11 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 11 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 11 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t l I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1' 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 11 I *DEVELOPMENT TYPES:1 1,2=1PT,3$H,4 CONDO,5=SF(1 /4- AC),6=SF(1 /2-AC) SOIL TYPES:1A,2=8,3 C,4 =D,* 1 I * 7= SF (1- AC),8=SF(2.5- AC),9=UNDEV(POOR COV),10=UmEV(FAIR COV),11=AmEV(600D COV) 0,5= SPECIFIED COEFFICIENT* I .1 4 11 V RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL (((((((((((((((((((((((((((((((((((((()))))) )))))))))))))))))))))))))))))))) (C) Copyright 1982 Advanced Engineering Software IAES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. (l(((((l(((((((((((((((l(((((((((((((())))))) )))))))))))))))))))))))))))) +1DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'SPLIT SYSTEM UPPER PORTION' } * 2 YEAR STORM 'DEVELOPED' * t f !JSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPLl:i! ,; ; 1AL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1-HOUR INTENSITY(INCH/HOUR) _ .8505 SLOPE OF INTENSITY DURATION CURVE _ .7000 SBC HYDROLOGY MANUAL 'C'- VALUES USED • (((((((((((((((l(((((((((l(((((((((((())))))) )))))))))))))))))))))) Advanced Engineering Software (AES1 SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 (((((((((((((((((((((((((((((((((((((())))))) ))))))))))))))))))))))))))))))) FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA LNIFORM DEVELOPMENT IS: DEVELOPED WITH POOR COVER TC = K *I(LEN6TH**3) /(ELEVATION CHANGE)1+*.2 INITIAL SUBAREA FLOW - LENGTH = 700.00 UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2340.00 ELEVATION DIFFERENCE = 300.00 TC = .533*I( 700.00**3)/( 300.00)3 **.2 = 8.670 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.294 bt11L LLHbblelLHIiUn 1S "H UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6591 SUBAREA RUNOFF(CFS) = 16.94 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 16.94 FLOW PROCESS FROM NODE 1.00 TO NODE 200 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 26.80 STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 11.75 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.54 PRODUCT OF DEPTH&VELOCITY = 3.36 STREETFLOW TRAVELTIME(MIN) = 1.95 TC(MIN) = 10.62 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.858 SOIL CLASSIFICATION IS 'A' SIDLE- FAMILY (2.5 -ACRE LOT) RUNOFF COEFFICIENT = .6519 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 19.56 SUMMED AREA(ACRES) = 18.30 TOTAL RUNOFF(CFS) = 36.50 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.50 FLOW VELOCITY(FEET /SEC.) = 9.07 DEPTHWELOCITY = 3.88 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 )))))( lUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH UNCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 46.32 STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 15.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.93 PRODUCT OF DEPTHIVELOCITY = 4.18 STREETFLOW TRAVELTIME(MIN) = 2.43 TC(MIN) = 13.05 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.475 SOIL CLASSIFICATION IS 'A' SINGLE-FAMILY(2.5-ACRE LOT) RUNOFF COEFFICIENT = .6212 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 19.83 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 56.33 END OF SUBAREA STREETFLDW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 17.50 FLOW VELOCITY(FEET /SEC.) = 8.66 DEPTH*VELOCITY = 4.40 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 ) ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.475 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .6212 SUBAREA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 40.59 TOTAL AREA(ACRES) = 57.60 TOTAL RUNOFF(CFS) = 96.91 TC(MIN) = 13.05 3/b FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 4 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))))t'rSING COMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 31.8 UPSTREAM NODE ELEVATION = 2110.00 DOWNSTREAM NODE ELEVATION = 1900.00 FLOWLENGTH(FEET) = 1600.00 MANNINGS N = .013 ESTIMATED PIPE DIAlETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 96.91 TRAVEL TIME(MIN.) = .84 TC(MIN.) = 13.89 { FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.369 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7172 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 59.98 TOTAL AREA(ACRES) = 92.90 TOTAL RUNOFF(CFS) = 156.89 TC(MIN) = 13.89 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVERTINE THRU SUBAREA((((( )))))USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.3 UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 FLOWt.EN6TH(FEET) = 1400.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 156.89 TRAVEL TIME(MIN.) = .77 TC(MIN.) = 14.66 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.281 SOIL CLASSIFICATION I5 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7121 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 34.11 TOTAL AREA(ACRES) = 113.90 TOTAL RUNOFF(CFS) = 191.00 TC(MIN) = 14.66 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 ))) })COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.4 UPSTREAM NODE ELEVATION = 1775.00 DOWNSTREAM NODE ELEVATION = 1715.00 FLOWLEN6TH(FEET) = 950.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 191.00 TRAVEL TIME(MIN.) = .56 TC(MIN.) = 15.21 tea* FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) }USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 26.2 UPSTREAM NODE ELEVATION = 1715.00 DOWNSTREAM NODE ELEVATION = 1680.00 FLOWLENDTH(FEET) = 700.00 MANNIN6S N = .013 ESTIMATED PIPE = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 191.00 TRAVEL TIME(MIN.) = .44 TC(MIN.) = 15.66 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 }))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.178 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7056 SUBAREA AREA(ACRES) = 47.20 SUBAREA RLNOFF(CFS) = 72.53 TOTAL AREA(ACRES) = 161.10 TOTAL RUNOFF(CFS) = 263.54 TC(MIN) = 15.66 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))))) USIN6 COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 24.4 UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM NODE ELEVATION = 1640.00 FLOWLEN6TH(FEET) = 1200.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 263.54 TRAVEL TIME(MIN.) = .82 TC(MIN.) = 16.48 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.102 SOIL CLASSIFICATION IS 'A' Snap F -FAMTI Y(1 - ACRE tfT) RUNOFF COEFFICIENT = .6106 SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 15.78 TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 279.32 TC(MIN) = 16.48 FLOW PROCESS F R OM NODE NO 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.102 SOIL CLASSIFICATION IS 'A' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8201 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 17.23 TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 296.56 TC(MIN) = 16.48 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.102 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5507 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 12.73 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 309.29 TC(MIN) = 16.48 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.7 UPSTREAM NODE ELEVATION = 1640.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLO4L.EN6TH(FEET) = 800.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 309.29 TRAVEL TIME(MIN.) = .43 TC(MIN.) = 16.91 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.91 RAINFALL INTENSITY (INCH. /HOUR) = 2.06 TOTAL STREAM AREA (ACRES) = 194.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 309.29 FLOW PROCESS FROM NODE 101.00 TO NODE 14.00 IS CODE = 2 )) )))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/2 ACRE) TC = 10[(LENGTH**3) /(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1700.00 ELEVATION = 1612.00 ELEVATION DIFFERENCE = 88.00 � T ° ( C = .4224[( 1000.003) /( 88.00)3+4.2 = 10.877 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.811 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /2 ACRE LOT) RUFF COEFFICIENT = .7157 SUBAREA RUNOFF(CFS) = 28.16 TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 28.16 **matt{ FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.811 SOIL CLASSIFICATION IS 'A• CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7717 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 32.97 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 61.13 TC(MIN) = 10.88 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 STREt ((FEET) = 700.00 CURB HEIGTH UNCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HA[FSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 61.13 STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.77 PRODUCT OF DEPTH&VELOCITY = 4.57 STREETFLOW TRAVELTIME(MIN) = 1.33 TC(MIN) = 12.21 2.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.593 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7287 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 SUMMED AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 61.13 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.16 FLOW VELOCITY(FEET /SEC.) = 8.77 DEPTHWELOCITY = 4.57 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOWN(((( 2.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.593 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7651 SUBAREA AREA(ACRES) = 22.00 SUBAREA RUNOFF(CFS) = 43.64 TOTAL AREA(ACRES) = 51.20 TOTAL RUNOFF(CFS) = 104.77 TC(MIN) = 12.21 FLUM NHUIk`.�a' hHUN NULL 1Z.00 IU NUUt lb. VU lb WUt = )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) >US)ft fDATED PIPESIZE (NON - PRESSURE FLOW)((((( - )61111/1 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.5 INCHES ' 7 PIPEFLOW VELOCITY(FEET /SEC.) = 19.6 UPSTREAM NODE ELEVATION = 1612.00 DOWNSTREAM NODE ELEVATION = 1600.00 FLOILENSTH(FEET) = 350.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 104.77 TRAVEL TIME(MIN.) = .30 TC(MIN.) = 12.51 FLOW PROCESS FROM NODE 16.00 TO NODE 9.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) ))USING COMPIJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( 4 DEPTH OF FLOW IN 54.0 INCH PIPE I5 40.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.1 UPSTREAM NODE ELEVATION = 1600.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLEN6TH(FEET) = 1500.00 MAN IN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 104.77 TRAVEL TIME(MIN.) = 3.09 TC(MIN.) = 15.59 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLLEIEE((((( ))) >)AND COMPUTE VARIOUS COMFLIENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.59 RAINFALL INTENSITY (INCH. /HOUR) = 2.18 TOTAL STREAM AREA (ACRES) = 51.20 TOTAL STREAM RLNOFF(CFS) AT CONFLUENCE = 104.77 t1MFUENCE INFORMATION: STHLHr t:i (OFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 309.29 16.91 2.064 2 104.77 15.59 2.185 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS COMFLLENCED RUNOFF VALUES ARE AS FOLLOWS: 408.26 389.89 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 408.26 TIME(MINUTES) = 16.913 TOTAL AREA(ACRES) = 245.60 FLOW PROCESS FROM NODE 9.00 TO NODE 102.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( • DEPTH OF FLOW IN 87.0 INCH PIPE IS 68.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.7 UPSTREAM NODE ELEVATION = 1595.00 DOWNSTREAM NODE ELEVATION = 1593.00 FLOWLEN6TH(FEET) = 550.00 MANNIN6S N = .013 J ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 6 //� PIPEFLOW THRU SUBAREA(CFS) = 408.26 - S TRAVEL TIME(MIN.) = .79 TC(MIN.) = 17.70 END OF RATIONAL METHOD ANALYSIS CUT PAPER ALONG OUTSIDE BORDER -LINE 1 V 11 II II II II II 11 II 1I 11 I I STUDY NAME: "4474/ r S y77• !/f34.'&t Io /vn/ ' I CALCULATED BY: P131/67-4777E I CHECKED BY: 1 I I I 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 1.21;INTENSITY SLOPE _ .700 I PAGE NUMBER/ OF 2 1 I II [ADVANCED ENGINEERING SOFTWARE] II 1 I CONCENTRATIONISOILIDEV.I AREA 1 I I C I Q I Q ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS 1 I I I POINT NUMBERITYPEITYPEI(ACRES)Iin /hI I(SUB)1 TOTALIft /ftl I fps. I ft. I min. I min.I AND NOTES 1 I I I I -I -I 1111 I 1 11111 1 I I I I -I -I I - I - 1 I I I 11111 1 1 I I 1 -1 -1 I -1 -I I 1.42861 1 1 7001 8.71 IINITIAL SUBAREA 1 I I 1.001 1 I 9 I 7.814.691.7161 26.21 1 I 1 -I- I- I 8.71 1 I I I I -I -I I -I -I I 26.21.12001 street 111.0110001 1.81 I*Qavg= 41.7cfsl 1 11 36.ft STREET! 1 1 1 1 I 1 I I 1 1 1 1 IDn= .45 W= 14.51 I I flat: '- PT. #1 1 1 1 I I 1 1 I 1 1 1 1 IX-fall= .020001 1 I I 2.001 1 1 8 1 10.514.101.7121 30.71 I 1 I -I -I -I 10.51 1 I I I- I -I I- I -I 1 56.91.08461 street111.3113001 2.11 I *Oavg= 73.1cfsl 1 I 1 36.ft STREET! 1 1 1 1 I 1 I I 1 I 1 1 IDn= .53 W= 18.01 I I flow to PT. #I 1 1 I I 1 1 1 I 1 1 1 1 1X-fall= .020001 1 11 3.001 1 1 8 1 12.913.611.6931 32.21 I 1 -------I ----I -I -I 12.61 1 1 1 4.001 1 1 8 I 26.413.611.6931 66.01 1 1 1 I 1 1 12.61 1 I I I 1 -i -1 I -I -I 1155.11.13121D= 33.'135.9116001 .71 In =.0130 Dn= 1.91 1 I I 5.001 1 1 5 I 35.313.461.7591 92.91 I 1 I -I -I -I 13.41 1 I I I -1 -1 I -I -I 1248.01.08931D= 42.'134.9114001 .71 In =.0130 Dn= 2.41 1 I I 6.001 1 1 5 1 21.013.351.7561 53.21 I I I- I -I -1 14.11 1 I I 1 -I -I I -1 -I 1 301.11.063210= 45.'131.41 9501 .51 1n =.0130 Dn= 3.01 1 I I I - I -I I -I- I 1 301.11.05001D= 48.'129.11 7001 .41 In =.0130 Dn= 3.11 1 I I 8.001 1 1 5 1 47.213.201.7521113.71 1 1 I -I- I -I 15.01 1 I I I 1 -1 - 1 I - I 1 414.91.033310= 60.'127.3112001 .71 In =.0130 Dn= 3.61 1 I I 9.001 1 1 7 1 12.313.101.6881 26.21 I 1 I -I -I -I 15.71 1 I I 9.001 1 I 1 1 10.013.101.8301 25.71 I 1 1 -I -1 -1 15.71 1 I I 9.001 1 I 9 I 11.013.101.6471 22.11 1 1 1 - 1 - 1 - 1 15.71 1 1 I I 1 -1 -1 I ----I ----I 1 488.91.056210= 57.'134.41 8001 .41 In =.0130 Dn= 3.51 1 I I 1 -I - I I -1 -1 I I I 1 -I -I -1 1 1 1 I I 9.001 1 I 194.413.051 1 1 488.91 1 1 1 1 1 16.11 Stream Summaryl 1 I I I -I -I I -I -I I I I I -I -1 -I I 1 I 11 I- I -I I- I- I I 1.08801 1 11000110.91 IINITIAL SUBAREA! 1 I I 14.001 1 1 6 I 14.014.011.7561 42.41 1 -- I I -- I -I -I 10.91 -1 I I 15.001 1 1 4 I 15.214.011.7951 48.41 I I I -I -I- 1 10.91 1 I I I I -1 - 1 I -I -I I 90.81.07141 street! 9.41 7001 1.21 I*Qavg= 90.Bcfsl 1 I 1 48.ft STREETI 1 1 I I I 1 1 1 1 1 1 I IDn= .59 W= 21.61 I I flow to PT. #I 1 1 I 1 1 I 1 1 1 1 I 1 1 X -fall= .020001 1 I I 15.001 1 I 5 1 0.013.711.7651 0.01 1 1 I -I -I - 1 12.11 1 I I 16.001 1 1 4 I 22.013.711.7911 64.61 1 I I -I- 1 -I 12.11 1 II 1 1 I *DEVELOPMENT TYPES:1 cOM, 2-IPT, 34?(, 4-AOND0, 5=SF (1 /4-AC) , 6- (1 /2-AC) SOIL TYPES :1=A, 2 =8, 3C, 4=D, * 1 I *7 =S , =SF(2.5- FC),9=UNDEV(POOR COV),10= UNDEV(FAIR COV),11= (JIDEV(GOOD COV) 0,5- - SPECIFIED COEFFICIENT* 1 1$ t+ CUT PAPER ALONG OUTSIDE BORDER -LINE I V II 11 11 II 11 II 11 II II If I 1 STUDY NAME: N S *'may 05/570 bo,.//7407... f'e - 7 ""' " I CALCULATED BY: I I VE7./eir2Oy, OP) I CHECKED BY: 1 I i I 10.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.21;INTENSITY SLOPE = .700 I PAGE NUMBER Z DF7-, I I II [ADVANCED ENGINEERING SOFTWARE] II I I CONCENTRATIONISOILIDEV.I AREA II I C 1 0 1 Q ISLOPEISECTIONI V IPATHI T I Tc I HYDRALLICS 1 I I I POINT NUMBERITYPEITYPEI(ACRES)lin /hl I(SUB)1 TOTALIft /ftl I fps. I ft. lmin.l min.I AND NOTES 1 I I I- I - 1 -I I - 1 - 1 1 1 I 11111 1 1 I I 1 - I -1 I ----I ----I 1155.41.03431D= 42.'121.71 3501 .31 In =.0130 Dn= 2.4 1 I I I - 1 -1 1 -I- I 1 155.41.00331D= 63.1 9.0115001 2.81 -----I n=.0130 Dn= 3.9 1 II I - I -I I -I -I 1 I I I -I -1 -I 1 II I I CONFLUENCE 1 TC #1= 16.1 TC#2= 15.2 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 1 1 LARGEST I I I ANALYSIS 1 0#1= 488.9 0#2= 155.4 0 #3= 0.0 0#4= 0.0 0#5= 0.01 1 1 1 CONFLUENCE I I I FOR POINT# 1 I #1= 3.05 I#2= 3.17 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 1 1 0= 638.1 I I I 9.001 01 = 638.1 02 = 617.0 03 = 0.0 04 = 0.0 05 = 0.01 - -I 1 1 1 11 I -1 -I I -I -I I I I I -I 1 1 1 II 1 -I -I 1 638.11.00361= 102.'113.01 5501 .71 In =.0130 Dn= 6.9 1 11 I - -1 1 -I -1 I I 1 I -1 I I 102.001 1 1 245.613.171 1 1 638.11 1 1 1 1 1 16.81 Stream Summary 1 I -1 -1 I I 1 I -1 1 l I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 I 1 1 1 1 1 1 I 1 1 I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 II 11 I *DEVELOPMENT TYPES:1 M, 2-)PT, 3$(, 4-1:OND0, 5=SF (1 /4-AC) , 6=SF (1 /2-AC) SOIL TYPES:1 A, 2=B, 3C, 4=D, * 1 1 *7= SF(1- AC),8=SF(2.5 -AC),9 i4DEV(POOR COV),10=UNDEV(FAIR COV),11=UNDEV(GOOD COV) 0,5=SPECIFIED COEFFICIENT* 1 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL (( l(((((((((( l(((((((((((((((((((((((())))))) ))))) )))))))))))))))))))))))))) (C) Copyright 1982 Advanced Engineering Software [AES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. l(((((((((((((((((((l((((((((((((((((())))))) )))))) ))))))))))))))))))))))))) **********DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'SPLIT SYSTEM UPPER PORTION' * 10 YEAR STORM 'DEVELOPED' * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH /HOUR) = 1.2120 SLOPE OF INTENSITY DURATION CURVE _ .7000 SBC HYDROLOGY MANUAL 'C'-VALUES USED ((((((((((((( l(((((((((((((((((((((((())))))) )))) ))))))))))))))))))))))))))) Advanced Engineering Software DIES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 ll((l((((((l((((((((((((( l(((((((((((()))))) ))))))))) ))))))))))))))))))))))) FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 700.00 UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2340.00 ELEVATION DIFFERENCE = 300.00 Tr = _sxur t 700.00**3)/( . 300.00))**.2 = 8.670 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.694 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7160 SUBAREA RUNOFF(CFS) = 26.22 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 26.22 4 ' , „ * FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 41.68 STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 14.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.09 PRODUCT OF DEPTH&VELOCITY = 4.08 STREETFLOW TRAVELTIME(MIN) = 1.83 TC(MIN) = 10.50 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.105 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7121 51�.. 2EA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 30.69 SUMMED AREA(ACRES) = 18.30 TOTAL RUNOFF(CFS) = 56.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 15.50 FLfrW VELOCITY(FEET /SEC.) = 10.98 DEPTH*VELOCITY = 5.14 1 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 HTRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 73.14 ***STREET FLOWING FLU*** STREET FLOWDEPTH(FEET) _ .53 HAL.FSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.14 PRODUCT OF DEPTH&VELOCITY = 5.36 STREETFLOW TRAVELTIME(MIN) = 2.14 TC(MIN) = 12.64 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.606 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .6930 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 32.23 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 89.14 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FL00DWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 11.26 DEPTH*VELOCITY = 6.17 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(2.5-ACRE LOT) RUNOFF COEFFICIENT = .6930 SUBAREA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 65.97 A)Irr 3( TOTAL ARtt:E . -4 TOTAL RUNOFF(CFS) = 155.11 (/ TC(MIN) = 12.64 �_ b FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.9 UPSTREAM NODE ELEVATION = 2110.00 DOWNSTREAM NODE ELEVATION = 1900.00 FLOWLEN6TH(FEET) = 1600.00 MAM(INGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 155.11 TRAVEL TIME(MIN.) _ .74 TC(MIN.) = 13.38 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.465 SOIL CLASSIFICATION IS 'A' SINGLE - FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7592 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 92.85 TOTAL AREA(ACRES) = 92.90 TOTAL. RUNOFF(CFS) = 247.96 TC(MIN) = 13.38 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 34.9 UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 FLOILENGTH(FEET) = 1400.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 247.96 TRAVEL TIME(MIN.) = .67 TC(MIN.) = 14.05 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.348 SOIL CLASSIFICATION IS 'A' SINGLE - FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7561 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 53.16 TOTAL AREA(ACRES) = 113.90 TOTAL RUNOFF(CFS) = 301.12 TC(MIN) = 14.05 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( Pe L.� )))) )USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( 36.5 INCHES GG DEPTH OF FLOW IN 45.0 INCH PIPE I5 It‘j � PIPEFLOW VELOCITY(FEET /SEC.) = 31.4 UPSTREAM NODE ELEVATION = 1775.00 DOWNSTREAM NODE ELEVATION = 1715.00 FLOWLEN6TH(FEET) = 950.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 301.12 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 14.56 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 ))) ))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))>) USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 29.1 UPSTREAM NODE ELEVATION = 1715.00 DOWNSTREAM NODE ELEVATION = 1680.00 FLOWLEN6TH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 301.12 TRAVEL TIME(MIN.) = .40 TC(MIN.) = 14.96 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 ))) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.205 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7519 • Slit .REA AREA(ACRES) = 47.20 SUBAREA RUNOFF(CFS) = 113.74 TOTAL AREA(ACRES) = 161.10 TOTAL RIA4OFF(CFS) = 414.86 TC(MIN) = 14.96 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 27.3 UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM NODE ELEVATION = 1640.00 FLOWLEN6TH(FEET) = 1200.00 MANVINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 P1 EFLOW THRU SUBAREA(CFS) = 414.86 TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 15.69 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )) ?))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( vA AA urAn nATUrN1 TUITCUCTTVfflH'U/IJMIOI - Z A00 SOIL CLASSIFICATION IS "A" SINGE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .6876 SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 26.21 TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 441.08 TC(MIN) = 15.69 A +H Hf 14-11f FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 ) ))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.099 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8297 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 25.72 TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 466.79 TC(MIN) = 15.69 t *+*+ FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.099 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6471 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 22.06 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 488.85 TC(MIN) = 15.69 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) ))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 34.4 UPSTREAM NODE ELEVATION = 1640.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLEN6TH(FEET) = 800.00 MANNINES N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 488.85 TRAVEL TIME(MIN.) _ .39 TC(MIN.) = 16.08 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLLENCE(l((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MINUTES) = 16.08 RAINFALL INTENSITY (INCH. /HOUR) = 3.05 TOTAL STREAM AREA (ACRES) = 194.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 488.85 FLOW PROCESS FROM NODE 101.00 TO NODE 14.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/2 ACRE) TC = K *((LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW- LENGTH = 1000.00 n UPSTREAM ELEVATION = 1700.00 �•J ‘a .A DOWNSTREAM ELEVATION = 1612.00 ELEVATION DIFFERENCE = 88.00 TC = .422 *(( 1000.00**3)/( 88.00)]**.2 = 10.877 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.005 SOIL CLASSIFICATION IS 'R' SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7558 SUBAREA RUNOFF(CFS) = 42.38 TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 42.38 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 ) >) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.005 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7950 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 48.40 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 90.78 TC(MIN) = 10.88 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 ) ))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME CCPIJTED USING MEAN FLOW(CFS) = 90.78 STREET FLOWDEPTH(FEET) = .59 HALFSTREET FLDODWIDTH(FEET) = 21.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.35 PRODUCT OF DEPTH &VELOCITY = 5.52 STREETFLOW TRAVELTIME(MIN) = 1.25 TC(MIN) = 12.12 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.712 SOIL CLASSIFICATION IS "A' SINGLE- FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7653 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 SKIED AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 90.78 END OF SUBAREA STREETFLOW HYDRAU .ICS: DEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 21.59 FLOW VELOCITY(FEET /SEC.) = 9.35 DEPTH {VELOCITY = 5.52 ** ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEW( FLOW((((( 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.712 SOIL CLASSIFICATION I5 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7907 SUBAREA AREA(ACRES) = 22.00 SUBAREA RUNOFF(CFS) = 64.58 TOTAL AREA(ACRES) = 51.20 TOTAL RUNOFF(CFS) = 155.36 TC(MIN) = 12.12 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ) ))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 21.7 UPSTREAM NODE ELEVATION = 1612.00 DOWNSTREAM NODE ELEVATION = 1600.00 FLOWLENGTH(FEET) = 350.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 155.36 TRAVEL TIME(MIN.) = .27 TC(MIN.) = 12.39 FLOW PROCESS FROM NODE 16.00 TO NODE 9.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) ))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.0 UPSTREAM NODE ELEVATION = 1600.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLENGTH(FEET) = 1500.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 155.36 TRAVEL TIME(MIN.) = 2.79 TC(MIN.) = 15.18 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.18 RAINFALL INTENSITY (INCH. /HOUR) = 3.17 TOTAL STREAM AREA (ACRES) = 51.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 155.36 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 488.85 16.08 3.047 2 155.36 15.18 3.171 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 638.12 617.05 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 638.12 TIME(MINUTES) = 16.077 TOTAL AREA(ACRES) = 245.60 FLOW PROCESS FROM NODE 9.00 TO NODE 102.00 IS CODE = 3 ))) ))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))ILSTNR r1114PIITFR- FRTTMATFT) PTPFSi7F (W1N- PRF5SlIRF FIOW)( DEPTH OF FLOW IN 102.0 INCH PIPE IS 82.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.0 UPSTREAM NODE ELEVATION = 1595.00 8 DOWNSTREAM NODE ELEVATION = 1593.00 u FLOWLEN6TH(FEET) = 550.00 MANNdIN6S N = .013 ESTIMATED PIPE DIANETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 638.12 TRAVEL TIME(MIN.) _ .71 TC(MIN.) = 16.78 END OF RATIONAL METHOD ANALYSIS CUT PAPER ALONG OUTSIDE BORDER -LINE V 4 I ( 1 II 11 II 11 11 11 11 11 I I -1 I I STUDY NAME: art/Mil-1' $ y4'Yb$ ' vv7,04a Old' 7/a1"' I CALCULATED BY: 1 I y EL.+pra7, I CHECKED BY: I I I I 25.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 1.37;INTENSITY SLOPE _ .700 I PAGE NUMBER Z. OFZ 1 I 11 [ADVANCED ENGINEERING SOFTWARE] - II I I CONCENTRATIONISOILIDEV.1 AREA II IC 1 0 1 0 ISLOPEISECTIONI V IPATHI T 1 Tc I HYDRAULICS I I I I POINT NU1IBERITYPEITYPEI(ACRES)lin /h1 I(SUB)I TOTALIft /ftI !fps.' ft.Imin.i min.) AND NOTES 1 I I I I -I -1 1111 I I I -I -I -I I 1 I I I I - I I -1 -I -----I 103.91.03431 streetl 9.71 3501 .61 I*Qavg= 139.5cfsl I 1 48.ft STREETI 1 I I I I I I 1 1 I 1 1 IDn= .71 W= 24.01 I I flow to PT. #I I 1 I I I I I I 1 I 1 1 1 X -fall= .020001 1 i t 16.001 1 I 4 1 22.014.071.7961 71.31 1 1 I -I----I ---- 1 12.71 I I I -I I ----I -I 1175.21.00331D= 66.'1 9.2115001 2.71 In =.0130 Dn= 4.1 1 I i 1 -I 1 - I -1 I I I I -I -1 1 CONFLUENCE 1 TC #1= 15.8 TC#2= 15.4 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I 1 1 LARGEST 1 I 1 ANALYSIS 1 0 #1= 558.1 0 #2= 175.2 0#3= 0.0 0#4= 0.0 0#5= 0.01 I 1 1 CONFLUENCE 1 I I FOR POINT# 1 I #1= 3.49 I#2= 3.56 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I 1 0= 730.0 1 I I I 9.001 01 = 730.0 02 = 718.1 03 = 0.0 04 = 0.0 05 = 0.01 ----I ---- I I 1 I I I I -I -I 1 -1 -1 1 1 I I -1 1 1 1 1 I I -I I- I 1 730.01.003610 =108. "113.51 5501 .71 In =.0130 Dn= 7.1 1 I I I -I -i 1 -I -1 I 1 1 I -I -i I I 102.001 1 1 245.613.561 1 1 730.01 1 1 1 I 1 16.51 Stream Summary 1 I - I -I I I I 1 1 1 1 I 1 1 1 I 1 1 I 1 1 1 I I I 1 1 1 I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 I I 1 I 1 1 1 1 1 1 1 1 I I 1 I I I 1 I I 1 1 I 1 1 1 1 I I 1 1 I 1 1 1 1 I I I I I I I I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 I 1 1 1 1 1 I I I I I I 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 1 I 1 I 1 1 1 1 1 I I I I 1 I I I I 1 I I I 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 I I I I I I I I 1 1 1 1 1 I 1 1 1 1 I I I 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 I I I 1 1 1 I I 1 1 1 1 1 I I 1 1 1 I I I 1 1 1 I I 1 1 1 1 1 1 I 1 1 1 I I I 1 1 1 I I 1 1 1 1 I I I I 1 1 II 11 I *DEVELOPMENT TYPES:1=COM,2= APT, 3= MH, 4=COND0 ,5=SF(1I4- AC),6= SF(1 /2 SOIL TYPES:1= A,2 =B,3 C ,4=0,* 1 I * 7= SF( 1- AC),8=SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11=UNDEV(GOOD COY) 0,5= SPECIFIED COEFFICIENT* 1 i 1 -+-+ ( 1/ / RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL (((((((((((((((((((((((((((((((((((((()))))) ))))))))>>>)>)))))) ))))))))))))) (C) Copyright 1982 Advanced Engineering Software [AES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ((((((((((((((((((((((((((((((((((((( O))))>) )))))))))) >)))))))))))))))))))) DESCRIPTION OF RESULTS * HUNTER'S RIDGE "UPPER PORTION OF SPLIT SYSTEM' f * 25 YEAR STORM f * } USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH /HOUR) = 1.3716 SLOPE OF INTENSITY DURATION CURVE _ .7000 SBC HYDROLOGY MANUAL "C"- VALUES USED ((((((((((((((((((((((((((((((((((((( O)>)))) )))))))))) >)))))))))))))))))))) Advanced Engineering Software [AES] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 ((((((((((((((((((((((((((((((((((((( O)))))) )))))))) >)))))) >)))))))) >))>))) FLDW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS!(((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*I(LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 v /1 UPSTREAM ELEVATION = 2640.00 v DOWN:,: 2EAM ELEVATION = 2340.00 ELEVATION DIFFERENCE = 300.00 TC = .533*(( 700.00**3) /( 300.00)]**.2 = 8.670 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.313 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7316 SUBAREA RUNOFF(CFS) = 30.32 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 30.32 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 )))))COMPUTE STREETFL.OW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CR0SSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 48.26 STREET FLOWDEPTH(FEET) _ .45 HALFSTREET FIOODWIDTH(FEET) = 14.50 AVERg_: OW VELOCITY(FEET /SEC.) = 10.53 PRODUCT OF DEPTHJIVELOCITY = 4.72 STREETFLOW TRAVELTIME(MIN) = 1.58 TC(MIN) = 10.25 25.00 YEAR RAINFALL INTENSITY(INCH/HOLJR) = 4.724 SOIL CLASSIFICATION IS 'Al SINGLE- FAMILY (2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7302 SUBAPt_::" ')(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 36.22 SUMMED AREA(ACRES) = 18.30 TOTAL RIJNOFF(CFS) = 66.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 17.50 FLOW VELOCITY(FEET /SEC.) = 10.23 DEPTH*VELOCITY = 5.20 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( s LPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCNES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 85.87 ***STREET FLOWING FULL*** STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.85 PRODUCT OF DEPTH&VELOCITY = 5.94 STREETFLOW TRAVELTIME(MIN) = 2.00 TC(MIN) = 12.25 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.171 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7143 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 38.43 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 104.97 END OF SUBAREA STREETFLOW HYDRAULICS: 11FDTH(FFFT1 = .57 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 12.18 DEPTH*VELOCITY = 6.91 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 S rjj /' ,3/ )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.171 SOIL CLASSIFICATION IS 'A' SIN6LE- FAMILY(2.5 -4CRE LOT) RUNOFF COEFFICIENT = .7143 SUBAREA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 78.65 TOTAL AREA(ACRES) = 57.60 TOTAL RUNOFF(CFS) = 183.62 TC(MIN) = 12.25 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING CC (JTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 36.7 UPSTREAM NODE ELEVATION = 2110.00 DOWNSTREAM NODE ELEVATION = 1900.00 FLOILEN6TH(FEET) = 1600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 183.62 TRAVEL TIME(MIN.) = .73 TC(MIN.) = 12.98 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MIAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.006 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7715 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 109.10 TOTAL AREA(ACRES) = 92.90 TOTAL RUNOFF(CFS) = 292.72 TC(MIN) = 12.98 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.6 UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 FLOWLEN6TH(FEET) = 1400.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 292.72 TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 13.63 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.870 SOIL CLASSIFICATION IS 'A' SIDLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7687 SUBAREA AREA(ACRES) = 21.00 SUBAREA RLNOFF(CFS) = 62.48 t TOTAL AREA(ACRES) = 113.90 TOTAL RUNOFF(CFS) = 355.21 .s TC(MIN) = 13.63 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 32.7 UPSTREAM NODE ELEVATION = 1775.00 DOWNSTREAM NODE ELEVATION = 1715.00 FLOWLEN6TH(FEET) = 950.00 MAN4IN6S N = .013 ESTIMATED PIPE DIAMETER(INDI) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 355.21 TRAVEL TIME(MIN.) = .48 TC(MIN.) = 14.12 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPIJTER-ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( 4 DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.3 UPSTREAM NODE ELEVATION = 1715.00 DOWNSTREAM NODE ELEVATION = 1680.00 FLON.ENGTH(FEET) = 700.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 355.21 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 14.50 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.707 SOIL CLASSIFICATION IS 'A' SINGLE - FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7652 SUBAREA AREA(ACRES) = 47.20 SUBAREA RUNOFF(CFS) = 133.86 TOTAL. AREA(ACRES) = 161.10 TOTAL RL rOFF(CFS) = 489.07 TC(MINI = 14.50 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))(J1t:- COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.9 INHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.3 UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM NODE ELEVATION = 1640.00 FLOWLEN6TH(FEET) = 1200.00 MANNING N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PTPEFLOU THRU SURARFLI(CFS) = 489.07 TRAVEL TIME(MIN.) = .71 TC(MIN.) = 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 ( ,,,-- C ' e i )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLUW(l((( 25.00 YEAR RAINFALL INTENSITY(INCN/HOUR) = 3.585 SOIL CLASSIFICATION IS 'A' SINGLE - FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7096 SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 31.29 TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 520.36 TC(MIN) = 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 4 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.585 SOIL CLASSIFICATION I5 'A' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8325 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 29.85 TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 550.21 TC(Mik! - 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOIJR) = 3.585 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6746 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 26.60 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 576.81 TC(MIN) = 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.7 UPSTREAM NODE ELEVATION = 1640.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLENGTH(FEET) = 800.00 MArNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 576.81 TRAVEL TIME(MIN.) = .37 TC(MIN.) = 15.58 • FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))))DESISNATE INDEPENDENT STREAM FOR CONFL[ENCE((((( CONFLUENCE VALUES USED FOR INDlEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.58 RATNFAJ TNTFNCTTV (TNf:N.IMflUP) = 3,p TOTAL STREAM AREA (ACRES) = 194.40 TOTAL STREAM R11 OFF(CFS) AT CONFLUENCE = 576.81 i())6111) (P FLOW PROCESS FROM NODE 101.00 TO NODE 14.00 IS CODE = 2 J J )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/2 ACRE) TC = K }[(LENGTH **3) /(ELEVATION CHANGE)]*•.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1700.00 DOWNSTREAM ELEVATION = 1612.00 ELEVATION DIFFERENCE = 88.00 TC = .422 }I( 1000.00'*3)/( 88.00)] **.2 = 10.877 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.533 SOIL CLASSIFICATION IS 'R' SINGLE - FAMILY (1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7667 SUBAREA RUNOFF(CFS) = 48.66 TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 48.66 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.533 SOIL CLASSIFICATION I5 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8014 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 55.22 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 103.88 TC(MIN) = 10.88 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMA) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 103.88 STREET FLOWDEPTH(FEET) _ .60 HALFSTREET FLOODWIDTH(FEET) = 22.28 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.08 PRODUCT OF DEPTH&VELOCITY = 6.09 STREETFLOW TRAVELTIME(MIN) = 1.16 TC(MIN) = 12.03 25.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.223 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7755 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 SUMMED AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 103.88 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOODWIDTH(FEET) = 22.28 FLOW VELOCITY(FEET /SEC.) = 10.08 DEPTH*VELOCITY = 6.09 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 ))?))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.223 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7979 SUBAREA AREA(ACRES) = 22.00 SUBAREA RUNOFF(CFS) = 74.13 S , TOTAL AREA(ACRES) = 51.20 TOTAL RUNOFF(CFS) = 178.00 - TC(MIN) = 12.03 *4 *tff #4+HHHHEI-HHHHHE* 1144HttftftF4-1-1ff*+*****t *44+14 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ) )) ))USING CUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 22.0 UPSTREAM NODE ELEVATION = 1612.00 DOWNSTREAM NODE ELEVATION = 1600.00 FLOWLENGTH(FEET) = 350.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 178.00 TRAVEL TIME(MIN.) = .26 TC(MIN.) = 12.30 FLOW PROCESS FROM NODE 16.00 TO NODE 9.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )) )))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION = 1600.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLENGTH(FEET) = 1500.00 MANVIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 178.00 TRAVEL TIME(MIN.) = 2.70 TC(MIN.) = 15.00 ***44******** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))) )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.00 RAINFALL INTENSITY (INCH. /HOUR) = 3.62 TOTAL STREAM AREA (ACRES) = 51.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 178.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 576.81 15.58 3.525 2 178.00 15.00 3.620 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLLENCED RUNOFF VALUES ARE AS FOLLOWS: 750.16 733.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: • RUNOFF(CF5) = 750.16 TIME(MINUTES) = 15.580 TOTAL AREA(ACRES) = 245.60 4-11441144-1114+111+14CHHHHHHH1+11+1414-14*CHHI-HAHHHHFH44******** )11/1) /t( FLOW PROCESS FROM NODE 9.00 TO NODE 102.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) >USIN6 COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 108.0 INCH PIPE IS 88.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.5 UPSTREAM NODE ELEVATION = 1595.00 DOWNSTREAM NODE ELEVATION = 1593.00 FLDWLENGTH(FEET) = 550.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 750.16 TRAVEL TIME(MIN.) = .68 TC(MIN.) = 16.26 END OF RATIONAL METHOD ANALYSIS tl 4 1 1 1 II Ii 11 11 11 11 11 11 11 11 t I STUDY NAME: M SR ✓ 7 s 7 v/aiv p 1 ~ 1 CALC1 LATED t i I CHECKED BY: 1 1 I 1 100.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 1.70;INTENSITY SLOPE _ .700 I PAGE NUMBER / OF =- i 1 II [ADVANCED ENGINEERING SOFTWAR 11 I I CONCENTRATIONISOILIDEV.I AREA I I I C I Q I Q ISLOPEISECTIONI V IPATNI T I Tc I HYDRAULICS 1 1 I I POINT NUMBERITYPEITYPEI(ACRES)lin /hi 1(SU8)1 TOTALIft/ftl Ifps. 1 ft. Isin.I min. I AND NOTES 1 1 II 1 -I -1 1 -I -I I I I I -I -I -I I II 1 I I ---I -1 III I I I 1 - 1 - 1 - 1 I 1 1 I I 1 -1 -1 I -I -i I 1.42861 1 1 7001 8.71 !INITIAL SUBAREA! I I I 1.001 1 1 9 1 7.816.581.7541 38.71 I 1 1 -1-1-1 8.71 1 1 I -I -I I 38.71.12001 street111.8110001 1.61 I*Qavg= 62.1cfsl 1 I 1 3 6 . ft STREET' 1 1 I 1 I I 1 I I I 1 1 I Dn= . 49 I(= 16.51 I I flow to PT. #I 1 1 I 1 I I I I 1 1 1 1 IX-fall= .020001 1 11 2.001 1 1 8 1 10.515.861.7531 46.41 I 1 1-1 -1-1 10.21 11 I I 1 -1 -1 I -I -I I 85.11.08461 street113.5113001 1.81 IlOavg= 110.3cfsl 1 I 1 36.ft STREET! 1 1 I I I I I 1 1 1 1 1 IDn= .59 W= 18.01 I i flow to PT. #I 1 1 I 1 1 I 1 I 1 1 1 1 IX-fall= .020001 1 I I 3.001 1 1 8 1 12.915.221.7421 50.01 I 1 1-1-1-1 12.11 1 1 11 4.001 1 1 8 1 26.415.221.7421102.31 I i 1- 1-1--1 12.11 1 1 1 -I--I 1 237.41.131210= 36.'139.0116001 .71 In=.0130 Dn= 2.41 1 I I 5.001 1 1 5 1 35.315.031.7871139.71 I I 1-1-1 -1 1281 1 1 1 I 1 -1 -1 I -I -I 1 377.11.089310= 48.'138.5114001 .61 1n=.0130 Dn= 2.91 1 I I 6.001 1 1 5 1 21.014.871.7851 80.31 1 1 I -I -I -I 13.41 1 1 1 1 1 -1 -1 1 -1-1 1457.41.06321D= 54.'135.31 9501 .41 1n =.0130 Dm 3.41 1 I I I -I -i I -I -I 1 457.41.05001D= 57.'132.41 7001 .41 In =.0130 Dn= 3.51 1 11 8.001 1 1 5 1 47.214.671.7831172. 51 I 1 1 -1-1 -1 14.21 1 1 1 i I -1 -1 1-1-1 1 629.91.03331D= 69.'130.1112001 .71 In=.0130 Dn= 4.31 1 I I 9.001 1 1 7 1 12.314.521.7391 41.11 1 1 1 -1-1-1 14.81 I, 1 I I 9.001 1 1 1 1 10.014.521.8361 37.81 I 1 I -I -I -I 14.81 1 I I I 9.001 1 1 9 1 11.014.521.7111 35.41 1 1 I -I -1 -I 14.81 1 I • I I ----I ----I 1 744.21.056210= 66.'138.11 8001 .41 In=.0130 Dm 4.21 1 It 1 -I -I III 1 I I 1 - I - I - 1 1 1 1 11 9.001 1 1 194.414.451 I 1 744.21 1 1 1 I 1 15.21 Stream Summary) 1 II I -I -I III I I I 1 - 1 - 1 - 1 I 11 11 1 -1 -1 1 -I -I I 1.08801 I 11000110.91 IINITIAL SUBAREA, 1 11 14.001 1 1 6 I 14.015.621.7831 61.61 I 1 I -I -I -I 10.91 1 1 I I 15.001 1 1 4 I 15.215.621.8111 69.21 I 1 1-1 -1-1 10.91 11 I I I -1 -1 I -I -1 1 130.81.07141 street110.61 7001 1.11 I*(lavg= 130.8cfsl 1 I 1 48.ft STREET! 1 1 I 1 I 1 1 I 1 I I I IDn= .65 W= 24.01 I I flow to PT. #I I 1 I 1 1 1 I I 1 1 1 1 1X-fall= .020001 1 1 1 15.001 1 I 5 1 0.015.251.7901 0.01 I 1 I -I -I -I 12.01 1 I I I 16.001 1 I 4 1 22.015.251.8081 93.31 I 1 I -I -I -I 12.01 1 1 II II 1 *DEVELOPMENT TYPES: I COM, 2)PT, 3 #I, 4 CND0, 5 (1 /4-AC) , 6 (1 /2-AC) SOIL TYPES: 1 ), 2=8, 3=C, 4=D, } 1 I * 7= SF (1- AC),8=SF(2.5-AC),9=UNDEV(POOR COV),10=UNDEV(FAIR COV),11=$i1DEV(GODD COV) 0,5=SPECIFIED COEFFICIENT* 1 1 1 1 1 1 V 4 1 1i II 11 1 1 1 1 - !1 II 11 11 II 11 1 I STUDY NAME: 64cir Sys 7c-Al up, ex. fox. view∎ " 1 CALCULATED BY: 7 1- 1 1 I I 1 CHECKED BY: 1 1 I 1 100.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.70;INTENSITY SLOPE _ .700 1 PAGE NUMBER y OF Z 1 1 II [ADVANCED ENGINEERING SOFTWARE] 11 I I CONCENTRATIONISOILIDEV.I AREA 1 I 1 C 1 0 1 0 ISLOPEISECTIONI V IPATHI T 1 Tc I HYDRAULICS 1 1 i I POINT NUAIBERITYPEITYPEI(ACRES)lin/hl 1(SUB)1 TOTALIft /ftl Ifps.1 ft.I.in.1 iin.1 AND NOTES 1 1 it I - 1 -I 1 -1 -I 1 1 1 1 -I -I -1 l 11 I I I - 1 -1 1 -I -I 1 224.21.03431D= 48.'123.71 3501 .21 In=.0130 Dn= 2.8 1 I I I - 1 -1 I -I -I 1 224.21.00331D= 72.'1 9.8115001 2.51 In =.0130 Dn= 4.5 1 II I - 1 -I 1 -1 -i I I 1 I -I -1 -I 1 11 I I CONFLUENCE 1 TC #1= 15.2 TC#2= 14.8 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 1 1 LARGEST 1 I I I ANALYSIS 1 0#1= 744.2 OM= 224.2 0#3= 0.0 0#4= 0.0 0#5= 0.01 1 1 1 CONFLUENCE 1 I 1 I FOR POINT' I I #1= 4.45 I#2= 4.53 I #3= 0.00 I#4= 0.00 I#5= 0.001 1 1 1 O= 964.2 1 1 I I 9.001 01 = 964.2 02 = 948.6 03 = 0.0 04 = 0.0 05 = 0.01 -I I I I - 1 -1 I -I -I 1 1 1 1 -I 1 1 1 1 1 I I I - 1 -1 1 -I -I 1 964.2I.00361D=120.'114.51 5501 .61 In=.0130 Dm 7.9 1 II I - 1 -1 1 -I -1 1 1 1 I -I -I -I l 11 I I 102.001 1 1 245.614.531 1 1 964.21 1 1 1 I 1 15.81 Stream Summary 1 1 II I - 1 -1 1 -1 -i 1 1 1 1 -1 -I -1 1 11 I I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I I 1 I 1 I I 1 I I I I 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 l I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1.1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 11 I I I 1 I I I 1 I I I 1 I I I 1 I I I I I 1 I I 1 1 I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I I 1 1 I I I 1 I t I I I I I I I I I 1 I I I I I 1 1 1 1 I I I I I I I I I I I 1 l I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I I I I I I 1 1 I I I 1 1 1 1 1 1 11 I *DEVELOPMENT TYPES:1COM,2 3011, 4 C ONDO,5=SF(1 /4 AC),6 /2 SOIL TYPES: 1 1,2=8,3 C,4=D,* 1 1 *7= SF(1- AC),8=SF(2.5 -AC),9 UNDEV(POOR COY),10=IJ4DEV(FAIR COV),110JNDEV(000D COV) 0,5=SPECIFIED COEFFICIENT* 1 o C RATIONAL METHOD HYDROLOGY COMPUTER PR06RAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL (((((((((((((((((((((((l(((((( l((((((()))))> ))))) >))))))>)))) > >)))) >))) ))))) (C) Copyright 1982 Advanced Engineering Software IAES] Especially prepared for: J.P. KAPP i ASSOCIATES, INC. ((((((((((((((((((((((((((((((((((((( 0)))) ))))))))))))))) >)) ))))))))) )))))) ****+a+*4+DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'SPLIT SYSTEM UPPER PORTION' * 100 YEAR STORM 'DEVELOPED' * # t USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.7000 SLOPE OF INTENSITY DURATION CURVE _ .7000 SBC HYDROLOGY MANUAL 'C'- VALUES USED l(((((((((((((((((((((((((((((((((((( O))))>) ) >)))))))))>))))))) >))))))))))> Advanced Engineering Software SAES] SERIAL No. AO0780 REV. 3.1 RELEASE DATE: 5/01/85 ((((((((((((((((((((((((((((((((((((( U)))>) ))))))))) >) >)) >)))) >)))) >) >))))) FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K }I(LENGTH**3) /(ELEVATION CHANGE)] **.2 INI11F'! SUBAREA FLOW - LENGTH = 700.00 UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2340.00 ELEVATION DIFFERENCE = 300.00 TP - C99.r/ IAA AA.. 'AA AA\+.. n _ n r7A 100.00 YEAR RAINFALL INTENSITY(INCH /HOl1Rl = 6.585 SOIL CLASSIFICATION IS 'A' �/ UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7545 v SUBAREA RUNOFF(CFS) = 38.75 e TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 38.75 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSF'ALL(DECIMAL) = .0200 SPECIFIED NUMBER OF FALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 62.06 STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 16.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.66 PRODUCT OF DEPTH&VELOCITY = 5.20 STREETFLOW TRAVELTIME(MIN) = 1.56 TC(MIN) = 10.23 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.863 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7534 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 46.38 SUMMED AREA(ACRES) = 18.30 TOTAL RUNOFF(CFS) = 85.13 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .53 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 11.81 DEPTH*VELOCITY = 6.23 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 )))))COMPUTE STREETFLDW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 tiTLAVVELTIME COMPUTED USING MEAN FLOW(CFS) = 110.26 ***STREET FLOWING FULL STREET FLOWDEPTH(FEET) _ .59 HALFSTREET FLOODWIDTH(FEET) = 18.00 Aksa8E FLOW VELOCITY(FEET /SEC.) = 11.83 PRODUCT OF DEPTH&VELOCITY = 6.94 STREETFLOW TRAVELTIME(MIN) = 1.83 TC(MIN) = 12.07 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.225 SOIL CLASSIFICATION IS 'A' SINGLE - FAMILY (2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7416 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 49.99 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 135.12 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 13.48 DEPTH*VELOCITY = 8.17 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 1 AA AA WOO DOTIFOI 1 THIMIICTTV 1 TM'IJ/IYdID1 = 5 006 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7416 SUBAREA AREA(ACRES) = 26.40 SUBAREA RUNOFF(CFS) = 102.30 TOTAL AREA(ACRES) = 57.60 TOTAL RUNOFF(CFS) 237.42 c 3it TC(MIN) = 12.07 J FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 I5 CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTINE THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 39.0 UPSTREAM NODE ELEVATION = 2110.00 DOWNSTREAM NODE ELEVATION = 1900.00 FLOWLEN6TH(FEET) = 1600.00 MAMNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 P1[ (U SUBAREA(CFS) = 237.42 TRAVEL TIME(MIN.) _ .68 TC(MIN.) = 12.75 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 )> )))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY (INCH /HOUR) = 5.027 SOIL CLASSIFICATION IS 'R' SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7874 SUBAREA AREA(ACRES) = 35.30 SUBAREA RUNOFF(CFS) = 139.73 TOTAL AREA(ACRES) = 92.90 TOTAL RUNOFF(CFS) = 377.14 TC(MIN) = 12.75 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 )))))COMPUTE PIPEFLDW TRAVELTIME THRU SUBAREA((((( )))> )USING COMIPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 38.5 UPSTREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 FLO$&EN6TH(FEET) = 1400.00 MAMIINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 377.14 TRAVEL TIME(MIN.) = .61 TC(MIN.) = 13.36 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )) )))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.866 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7854 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 80.26 TOTAL AREA(ACRES) = 113.90 TOTAL RUNOFF(CFS) = 457.40 TC(MIN) = 13.36 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRRVELTIME THRU SUBAREA((((( ( fk )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( `� , DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.3 OF t F: , TION = 1775.00 DOWNSTREAM NODE ELEVATION = 1715.00 FLOWL.ENGTH(FEET) = 950.00 MAiNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 457.40 TRAVEL TINE(MIN.) _ .45 TC(NIN.) = 13.80 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))) )USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 32.4 UPSTREAM NODE ELEVATION = 1715.00 DOWNSTREAM NODE ELEVATION = 1680.00 FLOWLENETH(FEET) = 700.00 MWMNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 457.40 TRAVEL TIME(MIN.) = .36 TC(MIN.) = 14.16 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.670 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7827 SUBAREA AREA(ACRES) = 47.20 SUBAREA RUNOFF(CFS) = 172.5E TOTAL AREA(ACRES) = 161.10 TOTAL RUNOFF(CFS) = 629.92 TCIa,'- = 14.16 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.1 UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM NODE ELEVATION = 1640.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 629.9E TRAVEL TIME(MIN.) = .66 TC(NIN.) = 14.83 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( SOIL CLASSIFICATION IS 'A' SINGLE - FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .7387 SUBAREA AREA(ACRES) = 12.30 SUBAREA RUNOFF(CFS) = 41.10 TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 671.01 ��1 TC(MIN) = 14.83 5 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 ))> ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.523 SOIL CLASSIFICATION IS 'A' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8361 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 37.81 TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 708.83 TC(MIN) = 14.83 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )> ?))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.523 SOIL CLASSIFICATION IS 'A' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7109 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 35.37 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 744.20 TC(MIN) = 14.83 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )) )))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 66.0 INCH PIPE I5 50.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 38.1 UPSTREAM NODE ELEVATION = 1640.00 DOWNSTREAM NODE ELEVATION = 1595.00 FL(e.:= . ' T) = 800.00 MAMIIN6S N = .013 ESTIMATED PIPE DIAPETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 744.20 TRAVEL TIME(MIN.) = .35 TC(MIN.) = 15.18 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLLENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.18 RAINFALL INTENSITY (INCH. /HOUR) = 4.45 TOTAL STREAM AREA (ACRES) = 194.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 744.20 FLOW PROCESS FROM NODE 101.00 TO NODE 14.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/2 ACRE) TC = K *((LENGTH**3) /(ELEVATION CHANGE)]f+.2 INITIRL �t�kr::t� E, 1000.00 ' S �� UPSTREAM ELEVATION = 1700.00 DOWNSTREAM ELEVATION = 1612.00 ELEVATION DIFFERENCE = 88.00 TC = .422*(( 1000.00**3)/( 88.00)]**.2 = 10.877 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.618 SOIL CLASSIFICATION IS 'A' SINGLE- FANILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7828 SUBAREA RUNOFF(CFS) = 61.57 TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 61.57 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.618 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8108 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 69.24 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 130.81 TC(MIN) = 10.88 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SLEAREA((l(( UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCFES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMW) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUFF = 2 **TRAVELTIME COMPUTED USING MEAN FLON(CFS) = 130.81 ***STREET FLOWING FLLL*** STREET FLOWDEPTH(FEET) _ .65 HALFL:t; FLOODWIDTH(FEET) = 24.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.58 PRODUCT OF DEPTH &VELOCITY = 6.85 STREETFLOW TRAVELTIME(MIN) = 1.10 TC(MIN) 11.98 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.251 SOIL CLASSIFICATION IS 'A' SI 'LF- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7901 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 SUMMED AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 130.81 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .65 HALFSTREET FLOODWIDTH(FEET) = 24.00 FLOW VELOCITY(FEET /SEC.) = 10.58 DEPTHAELOCITY = 6.85 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 100.00 YEAR RAINFALL INTENSITY(INCI /HOUR) = 5.251 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8081 SUBAREc TOTAL AREA(ACRES) = 51.20 TOTAL RUNOFF(CFS) = 224.16 TPIMTMI = it 00 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 ))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( C v v ' S )))))1 NG COMPUTER-ESTIMATED PIPESIZE TNON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 23.7 UPSTREAM NODE ELEVATION = 1612.00 DOWNSTREAM NODE ELEVATION = 1600.00 FLOWLENSTH(FEET) = 350.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 ' NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 224.16 TRAVEL TIME(MIN.) = .25 TC(MIN.) = 12.23 FLOW PROCESS FROM NODE 16.00 TO NODE 9.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )) )))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.8 UPSTREAM NODE ELEVATION = 1600.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWL.EN6TH(FEET) = 1500.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 224.16 TRAVEL TIME(MIN.) = 2.55 TC(NIN.) = 14.78 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )) >))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 14.78 RAINFALL INTENSITY (INCH. /HOUR) = 4.53 TOTAL STREAM AREA (ACRES) = 51.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 224.16 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 744.20 15.18 4.449 2 224.16 14.78 4.534 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFL(ENCED RUNOFF VALUES ARE AS FOLLOWS: 964.17 948.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 964.17 TIME(MINUTES) = 15.178 TOTAL AREA(ACRES) = 245.60 • FLOW PROCESS FROM NODE 9.00 TO NODE 102.00 IS CODE = 3 \ V \ \ \ rflW W 17r Atflrrl N 1 7f fl, lrl Tt.r 711.111 M 1.\f\nrf1 >)) > >USIN6 COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 120.0 INCH PIPE IS 95.0 INCHES n �f� / � PIPEFLOW VELOCITY(FEET /SEC.) = 14.5 ' P " UPSTREAM NODE ELEVATION = 1595.00 C J� (�•,� DOWNSTREAM NODE ELEVATION = 1593.00 J ' FLOWLENGTH(FEET) = 550.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 964.17 TRAVEL TIME(MIN.) = .63 TC(MIN.) = 15.81 END OF RATIONAL METHOD ANALYSIS ***4***4-**DESCRIPTION OF RESULTS * HUNTER'S RIDGE "AREAS 26,29'AND 30 INTO HAWKER- CRAWFORD * / * 25 YEAR STORM DEVELOPED ******-F* -**** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF 6RADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH /HOUR) = 1.3716 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 2 ) ?)))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY ( }/4 ACRE) TC = K *I(LENGTH**3) /(ELEVATION CHAN6E)]**.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1575.00 ELEVATION DIFFERENCE = 25.00 TC = .393 *(( 1000.00**3)/( 25.00)]**.2 = 13.013 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.998 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7713 SUBAREA RUNOFF(CFS) = 36.70 TOTAL AREA(ACRES) = 11.90 TOTAL RUNOFF(CFS) = 36.70 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 5 )))) )COMPUTE TRAPEZOIDAL-CHANNEL FLOW((((( )))))TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1575.00 DOWNSTREAM NODE ELEVATION = 1565.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = 20.00 "I" FACTOR = 2.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 36.70 FLOW VELOCITY(FEET /SEC) = 3.61 FLOW DEPTH(FEET) = .48 TRAVEL TIME(MIN.) = 2.77 TC(MIN.) = 15.78 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.494 SOIL CLASSIFICATION IS "A' SIN6LE- FAMILY (1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7600 SUBAREA AREA(ACRES) = 26.70 SUBAREA R(d1OFF(CFS) = 70.89 TOTAL AREA(ACRES) = 38.60 TOTAL RUNOFF(CFS) = 107.59 TC(MIN) = 15.78 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 I5 CODE = 5 )))))COMPUTE TRAPEZOIDAL - CHANNEL. FLOW((((( )))) >TRAVELTIME THRU SUBAREA((((( UPSTREAM NODE ELEVATION = 1565.00 DOWNSTREAM NODE ELEVATION = 1530.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL BASE(FEET) = 20.00 'Z' FACTOR = 2.000 MANNIN6S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 107.59 FLOW VELDCITY(FEET /SEC) = 6.53 FLOW DEPTH(FEET) = .77 TRAVEL TIME(MIN.) = 3.32 TC(MIN.) = 19.10 END OF RATIONAL METHOD ANALYSIS 1 V i1 II II - II it II II II 11 II I 1 STUDY NAME: N A ear LLB Z7 .+* 3o rNl11 14"Ariod 1 CALCULATED BY: 1 I i I G0.44' d xt-4, , 81 C , e1/431=g 7 ranD 1 CHECKED BY: i I I I 25.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 1.37;INTENSITY SLOPE _ .700 1 PAGE NUMBER / OF / 1 1 II [ADVANCED ENGINEERING SOFTWARE] 11 I I CONCENTRATIONISOILIDEV.I AREA 1 I I C I Q I Q ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 1 I I I POINT NUMBERITYPEITYPEI(ACRES)Iin /hI l(SUBIl TOTALIft /ftl Ifps.l ft.lmin.l ■in.l AND NOTES 1 l I I I —I —I 1 -1 -1 1 I 1 1 -1 -1 -1 1 I I I I 1 —I —I 1 -1 -1 1 I 1 1 -1 -1 -1 1 1 I 1 .02501 1 11000113.01 IINITIAL SUBAREA 1 I I 20.001 1 1 5 1 11.914.001.7711 36.71 I 1 1 -1 ----I ----I 13.01 1 I I ----I ----I 1 36.71.016718= 20.01 3.61 6001 2.81 1n =.0300 Dn= .5 1 I I I I I I I I 1 1 1 1 1 1 I I Z= 2.0 Fr= .94 I I 22.001 1 1 5 1 26.713.491.7601 70.91 I 1 1 —I —I —I 15.81 I I I I 1 -1 -1 I— I— I 1 107.61.02691 20.01 6.5113001 3.31 1n=.0300 Dn= .8 1 I I I I I 1 1 I 1 1 1 1 1 I 1 I Z= 2.0 Fr= 1.36 I I I —I —I I -1 -1 1 I 1 1 -1 —I —I 1 1 1 i t 22.001 1 1 38.613.491 1 1 107.61 1 1 1 1 1 19.11 Stream Summary I I I -1 -1 1 I 1 1 -1 -1 -1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1' 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 .1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 11 I *DEVELOPMENT TYPES: 1 COM,2= APT, 3 =1'Ii,4 CONDO ,5 - SF(1 /4- AC),6- - SF(1 /2 SOIL TYPES:1=A,2=8,3d:,4 =D,* 1 1 *7 =SF(1- AC),8=SF(2.5 - AC),9 IDEV(POOR CDV),10= UNDEV(FAIR C0V),11=UNDEV(600D COV) 0,5- - SPECIFIED COEFFICIENT* 1 • L.111 - 't3'En N1.ur u uu f a,11c nunucr, - c,r.c I I V i + { � - I I II it II II II II II II - II I I STUDY NAME: 4D4✓7 l7' =�'" "'� Oa"rr`crK. I CALCULATED BY: I I II " +a131/�Zap'�'� ~ 1 CHECKED BY: I 1 100.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.70;INTENSITY SLOPE _ .700 I PAGE NUMBER / OF '_- I I II [ADVANCED ENGINEERING SOFTWARE] - 11 I ICCNCENTRATIONISOILIDEV.I AREA I I I C 10 I 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS I I I I POINT NUMBERITYPEITYPEI(ACRES)Iin /h1 I(SUB)I TOTALIft /ftl Ifps.1 ft.Imin.I min.( AND NOTES 1 I I I I -1 -I I -I-- -1 I I I I -I -I -I I I I -1 -1 I -1 -I I I I I -I -I -I I- 1-1-1 I -I -I 1 1.03751 1 1 800110.01 (INITIAL SUBAREA( 1 I I 10.001 1 1 4 I 11.015.941.8131 53.11 I I I -I- I -I 10.01 1 1 I I 11.001 1 I 5 I 21.715.941.7971102.81 I 1 I- I- I----I 10.01 11 11.001 1 1 4 I 6.615.941.8131 31.91 I 1 I -I -- I----I 10.01 -1 I ----I ---- I 1187.81.0240ID= 48. "119.9110001 .81 In =.0130 Dn= 2.81 11 1 -I -1 I -1 -I I I I I -I -I -I 1 1 I I I 11.001 1 I 39.315.621 1 1 187.81 I I I I 1 10.91 Stream Summaryl 1 I I I -I -1 I -I -I I I I 1 -I -I -I I 1 I 1-1-1 I- I -I I 1.03501 1 11200113.11 IINITIAL SUBAREA( 1 I I 17.001 1 1 5 I 16.014.941.7861 62.11 I 1 1 -I ----I ----I 13.11 1 I I I 17.001 1 1 4 1 14.814.941.8051 58.81 I I I- I- I----I 13.11 1 I I I 11.001 1 1 5 I 5.214.941.7861 20.21 I I I -1 ----I -I 13.11 1 I I I ----I ----I 1 141.11.0232ID= 42. "118.11 9501 .91 In =.0130 Dn= 2.61 1 11 I -I -I I -I -I I I I I -I -1 I CONFLUENCE 1 TC #1= 10.9 TC#2= 14.0 TC #3= 0.0 TC #4= 0.0 TC#5= 0.01 I 1 1 LARGEST 1 I I ANALYSIS 1 0 #1= 187.8 0#2= 141.1 0 #3= 0.0 0#4= 0.0 0#5= 0.01 1 1 1 CONFLUENCE 1 I I FOR POINT# 1 I #1= 5.62 I#2= 4.72 I #3= 0.00 I#4= 0.00 I#5= 0.001 I 1 1 0= 298.8 1 I I 1 11.001 01 = 297.8 Q2 = 298.8 Q3 = 0.0 04 = 0.0 Q5 = 0.01 -I -I 1 1 I I -1 -1 1 -1 -I 1 I 1 1 -1 1 1 1 1 I 11 I -I -I I -I -1 1 I 1 I -I -I I I 111.001 I 1 75.314.721 I 1 298.81 I I I I 1 14.01 Stream Summary) 1 I I I -I -1 I -I -I 1 I 1 I -I -I -I I 1 I I - I _______1____;____1_____1 1.02921 I 11200113.61 (INITIAL SUBAREA( 1 I I 18.001 1 I 5 1 20.714.811.7851 78.21 I 1 I -I- I----I 13.61 1 I I I 1 - I I- I - 1 I 78.21.0044ID= 45. "I 8.31 9001 1.81 In =.0130 Dn= 3 1 I I I -I -1 1111 I I I- -I -I -I I 1 1 I I CONFLUENCE 1 TC #1= 14.0 TC#2= 15.4 TC #3= 0.0 TC #4= 0.0 TC#5= 0.01 I I 1 LARGEST 1 I I ANALYSIS 1 0 #1= 298.8 0#2= 78.2 0 #3= 0.0 0 #4= 0.0 0#5= 0.01 I I 1 CONFLUENCE 1 I I FOR POINT# 1 I #1= 4.72 I#2= 4.41 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I 1 0= 369.8 I I 1 111.001 01 = 369.8 02 = 357.5 03 = 0.0 Q4 = 0.0 05 = 0.01 ----I - I 1 1 I I I I------l-I I -I -i 1 I 1 I -1 1 1 1 1 I I I I -I ----I -- I ----I ----I 1369.81.02131D= 60."122.0I 8001 .61 In =.0130 Dn= 4.01 1 I I 13.001 1 I 5 I 40.914.581.7811146.31 I I I -I- 1- 1 14.61 I I -I I -I- I 1516.11.0279ID= 66. "126.81 6801 .41 In =.0130 Dn= 4.21 1 11 11 I *DEVELOPMENT TYPES: ( COM,2= APT, 3 =MH,4 COND0,5= SF(1 /4- AC),6= SF(1 /2 SOIL TYPES:1= A,2 =8,3 C,4=D,* 1 I * 7= SF( 1- AC),8 =SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(000D COV) 0,5= SPECIFIED COEFFICIENT* 1 --+-+ PROJECT: N VN'Grz. ' S -t P 2vE DATE: 2l - rte 7 8 L®'W C) '70 P"Z 6 'rO *very 5 X/4d N c ENGINEER: �'► "'`'� l etri 12-) v J 1. Enter the length of the longest watercourse (feet) 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the / �� watershed area (feet) 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) 4. Enter the SBC basin factor d- 01C S. Enter the watershed area (acres) 6. Enter baseflow (cfs /square mile) O , D 7. Enter SBC S -Graph proportions (decimal) Valley / Foothill U' Mountain Desert 8. Enter adjusted loss rate (inch/hour) O. ¢d 9. Enter low loss rate percentage (decimal) 4.34' 10. Enter watershed area - averaged 5-minute point rainfall (inches)* 60',S Enter watershed area - averaged 30- minute point rainfall (inches)* /' 3 CJ Enter watershed area - averaged 1-hour point rainfall / / (inches) * Enter watershed area - averaged 3 -hour point rainfall (inches) * ¢ Enter watershed area averaged 6 - hour point rainfall 146. (inches) * Enter watershed area - averaged 24 -hour point rainfall / �� I (inches) * 11. Enter 24 -hour storm unit interval (minutes) �✓ *Note: enter values unadjusted by depth -area factors SYNTHETIC UNIT SAN BERNARDINO COUNTY HYDR OGRAPH HYDROLOGY MANUAL INFORMATION FORM 1 i z ttttttt UNIT- HYDR06RAPH ANALYSIS ((((((((((((((((((((((((((((((((((((( 0))))) )) ))))))) > )))))))))))))))))))))) (C) Copyright 1983 Advanced Engineering Software NS] Especially prepared for: J.P. KAPP E ASSOCIATES, INC. ((((((((((((((((((((((((((((((((((((( 0)))))) ))))))))))))))))))))))))))))))) tttttttttuDESCRIPTION OF RESULTS * HUNTER'S RIDGE 'SPLIT SYSTEM LOWER PORTION' t * 100 YEAR STORM 'DEVELOPED' t t t WATERCOURSE LENGTH = 3000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 80.000 FEET MANNIN3S FRICTION FACTOR ALONG WATERCOURSE _ .015 WATERSHED AREA = 158.000 ACRES WATERCOURSE 'LAG' TIME = .075 HOURS UNIT HYprh6RAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 110.571 HYDRti(—L; 4 BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .410 LOW SOIL -LOSS RATE PERCENTAGE(DECIMAL) = .340 VALLEY S -GRAPH SELECTED SPECIFIED PEAT( 5- MINUTES RAINFALL(INCH)= .75 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.61 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.40 SFEt ;tFIED PEAT( 6 -HOUR RAINFALL(INCH) = 4.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.10 *HYDROGRAl MODEL 11 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5-MIr,< E t kLi;r _ .998 30- MINUTE FACTOR = .998 1-H0UR FACTOR = .999 3-HOUR FACTOR = .999 6-HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 • (l(((((((((((((((((( ll((((l l( l((((( l( 0)))))) ))))))))))))) >))))))))) >))))))) REV. 1.5 RELEASE DATE: 4/20/83 v /I (((((((((((((((((((((((((((((((((((((())))))) ))))))))))))))))))))))))))))))) p .............** / r UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 22.411 428.229 2 71.250 933.225 3 85.492 272.136 4 92.007 124.488 5 95.625 69.145 6 97.871 42.900 7 99.161 24.659 8 99.661 9.554 9 100.000 6.477 14 H4 _ t+F *_++t_t_- t_t + rat UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INpES) (INCHES) 1 . 0199 .0068 .0131 2 .0199 .0068 .0132 3 .0200 .0068 .0132 4 .0200 .0068 .0132 5 .0200 .0068 .0132 6 .0201 .0068 .0132 7 .0201 .0068 .0133 J .U2U1 .UUbb .01.5.1' 10 .0202 .0069 .0133 D l 2 11 .0202 .0069 .0133 12 .0202 .0069 .0134 I Ill/ 13 .0203 .0069 .0134 14 .0203 .0069 .0134 15 .0203 .0069 .0134 16 .0204 .0069 .0135 17 .0204 .0069 .0135 18 .0204 .0069 .0135 19 .0205 .0070 .0135 20 .0205 .0070 .0135 . 21 .0205 .0070 .0136 22 .0206 .0070 .0136 23 .0206 .0070 .0136 24 .0206 .0070 .0136 25 .0207 .0070 .0136 ` 26 .0207 .0070 .0137 27 .0207 .0071 .0137 28 .0208 .0071 .0137 29 .0208 .0071 .0137 30 .0208 .0071 .0138 31 .0209 .0071 .0138 32 .0209 .0071 .0138 33 .0210 .0071 .0138 34 .0210 .0071 .0138 35 .0210 .0071 .0139 36 .0211 .0072 .0139 37 .0211 .0072 .0139 38 .0211 .0072 .0139 39 .0212 .0072 .0140 40 .0212 .0072 .0140 41 .0212 .0072 .0140 42 .0213 .0072 .0140 43 .0213 .0072 .0141 44 .0214 .0073 .0141 45 .0214 .0073 .0141 46 .0214 .0073 .0141 47 .0215 .0073 .0142 48 .0215 .0073 .0142 49 .0215 .0073 .0142 50 .0216 .0073 .0142 51 .0216 .0074 .0143 52 .0217 .0074 .0143 53 .0217 .0074 .0143 54 .0217 .0074 .0144 55 .0218 .0074 .0144 56 .0218 .0074 .0144 57 .0219 .0074 .0144 58 .0219 .0074 .0145 59 .0219 .0075 .0145 60 .0220 .0075 .0145 61 .0220 .0075 .0145 62 .0221 .0075 .0146 63 .0221 .0075 .0146 64 .0222 .0075 .0146 65 .0222 .0075 .0147 66 .0222 .0076 .0147 67 .0223 .0076 .0147 68 .0223 .0076 .0147 69 .0224 .0076 .0148 70 .0224 .0076 .0148 71 .0225 .0076 .0148 72 .0225 .0077 .0149 73 .0226 .0077 .0149 /:i . 06::6 .0077 . U14V ` 76 .0227 .0077 .0150 7/ .0227 .0077 .0150 ■ 78 .0228 .0077 .0150 /°A/r- 79 .0228 .0078 .0151 I 80 .0229 .0078 .0151 81- .0229 .0078 .0151 82 .0230 .0078 .0152 83 .0230 .0078 .0152 84 .0231 .0078 .0152 85 .0231 .0079 .0153 86 .0232 .0079 .0153 87 .0232 .0079 .0153 88 .0233 .0079 .0154 89 .0233 .0079 .0154 . 90 .0234 .0079 .0154 91 .0234 .0080 .0155 92 .0235 .0080 .0155 93 .0235 .0080 .0155 94 .0236 .0080 .0156 95 .0236 .0080 .0156 96 .0231 .0079 .0153 97 .0238 .0081 .0157 98 .0239 .0081 .0158 99 .0240 .0082 .0158 100 .0241 .0082 .0159 101 .0242 .0082 .0160 102 .0243 .0083 .0161 103 .0244 .0083 .0161 104 .0246 .0084 .0162 105 .0247 .0084 .0163 106 .0248 .0084 .0164 107 .0249 .0085 .0165 108 .0251 .0085 .0165 109 .0252 .0086 .0166 110 .0253 .0086 .0167 111 .0255 .0087 .0168 112 .0256 .0087 .0169 113 .0257 .0087 .0170 114 .0259 .0088 .0171 11` .0260 .0088 .0172 116 .0262 .0089 .0173 117 .0263 .0089 .0174 118 .0265 .0090 .0175 11c .0266 .0090 .0176 120 .0268 .0091 .0177 121 .0269 .0092 .0178 122 .0271 .0092 .0179 123 .0273 .0093 .0180 124 .0274 .0093 .0181 125 .0276 .0094 .0182 126 .0278 .0094 .0183 127 .0280 .0095 .0185 128 .0282 .0096 .0186 129 .0284 .0096 .0187 130 .0285 .0097 .0188 131 .0287 .0098 .0190 132 .0290 .0098 .0191 133 .0292 .0099 .0192 134 .0294 .0100 .0194 135 .0296 .0101 .0195 136 .0298 .0101 .0197 137 .0301 .0102 .0198 138 .0303 ' .0103 .0200 139 .0305 .0104 .0202 141 .UJ1U .U1Ub .VCUD 142 ..0313 .0106 .0207 / 143 .0316 .0107 .0208 . D 144 .0319 .0108 .0210 � �� 145 .0321 .0109 .0212 146 .0324 .0110 .0214 147 .0328 ..0111 .0216 148 .0331 .0112 .0218 149 .0334 .0114 .0220 150 .0337 .0115 .0223 151 .0341 .0116 .0225 152 .0344 .0117 .0227 153 .0348 .0118 .0230 154 .0352 .0120 .0232 155 .0356 .0121 .0235 156 .0360 .0122 .0238 157 .0600 .0204 .0396 158 • .0601 .0204 .0397 159 .0602 .0205 .0398 160 .0603 .0205 .0398 161 .0605 .0206 .0399 162 .0606 .0206 .0400 163 .0607 .0206 .0401 164 .0608 .0207 .0401 165 .0610 .0207 .0402 166 .0611 .0208 .0403 167 .0612 .0208 .0404 168 .0614 .0209 .0405 169 .0615 .0209 .0406 170 .0617 .0210 .0407 171 .0619 .0210 .0408 172 .0621 .0211 .0410 173 .0623 .0212 .0411 174 .0625 .0212 .0412 175 .0247 .0084 .0163 176 .0256 .0087 .0169 177 .0267 .0091 .0176 178 .0278 .0095 .0184 179 .0291 .0099 .0192 180 .0306 .0104 .0202 181 .0323 .0110 .0213 182 .0342 .0116 .0226 183 .0364 .0124 .0240 184 .0391 .0133 .0258 185 .0424 .0144 .0280 186 .0464 .0158 .0306 187 .0428 .0145 .0282 188 .0456 .0155 .0301 189 .0488 .0166 .0322 190 .0575 .0196 .0380 191 .0706 .0240 .0466 192 .0968 .0329 .0639 193 .7483 .0342 .7142 194 .1776 .0342 .1434 195 .1226 .0342 .0885 196 .0812 .0276 .0536 197 .0634 .0216 .0419 198 .0527 .0179 .0348 199 .0464 .0158 .0306 200 .0424 .0144 .0280 201 .0391 .0133 .0258 202 .0364 .0124 .0240 ?03 .0342 .0116 .0226 204 .0323 .0110 .0213 205 .0306 .0104 - .0202 207 .0278 .0095 .0184 208 .0267 .0091 .0176 c°71 209 .0256 .0087 .0169 210 .0247 .0084 .0163 (� 211 .0625 .0212 .0412 �' U , D 212 .0623 .0212 .0411 213 .0621 .0211 .0410 214 .0619 .0210 .0408 215 .0617 .0210 .0407 216 .0615 .0209 .0406 217 .0614 .0209 .0405 218 .0612 .0208 .0404 219 .0611 .0208 .0403 220 .0610 .0207 .0402 221 .0608 .0207 .0401 222 .0607 .0206 .0401 223 .0606 .0206 .0400 224 .0605 .0206 .0399 225 _ .0603 .0205 - .0398 226 .0602 .0205 .0398 227 .0601 .0204 .0397 228 .0600 .0204 .0396 229 .0360 .0122 .0238 230 .0356 .0121 .0235 231 .0352 .0120 .0232 232 .0348 .0118 .0230 233 .0344 .0117 .0227 234 .0341 .0116 .0225 235 .0337 .0115 .0223 236 .0334 .0114 .0220 237 .0331 .0112 .0218 238 .0328 .0111 .0216 239 .0324 .0110 .0214 240 .0321 .0109 .0212 241 .0319 .0108 .0210 242 .0316 .0107 .0208 243 .0313 .0106 .0207 244 .0310 .0106 .0205 245 .0308 .0105 .0203 246 .0305 .0104 .0202 247 .0303 .0103 .0200 248 .0301 .0102 .0198 249 .0298 .0101 .0197 250 .0296 .0101 .0195 251 .0294 .0100 .0194 252 .0292 .0099 .0192 253 .0290 .0098 .0191 254 .0287 .0098 .0190 255 .0285 .0097 .0188 256 .0284 .0096 .0187 257 .0282 .0096 .0186 258 .0280 .0095 .0185 259 .0278 .0094 .0183 260 .0276 .0094 .0182 261 .0274 .0093 .0181 262 .0273 .0093 .0180 263 .0271 .0092 .0179 264 .0269 .0092 .0178 265 .0268 .0091 .0177 266 .0266 .0090 .0176 267 .0265 .0090 .0175 268 .0263 .0089 .0174 269 .0262 .0089 .0173 270 .0260 .0088 .0172 271 .0259 .0088 .0171 . 273 .0256 .0087 .0169 274 .0255 .0087 .0168 7// 275 .0253 .0086 .0167 1 1/ 276 .0252 .0086 .0166 ( rialett- ' () 277 .0251 .0085 .0165 278 .0249 .0085 .0165 279 .0248 .0084 .0164 280 .0247 .0084 .0163 281 .0246 .0084 .0162 282 .0244 .0083 .0161 283 .0243 .0083 .0161 284 .0242 .0082 .0160 285 .0241 .0082 .0159 286 .0240 .0082 .0158 287 .0239 .0081 .0158 288 .0238 .0081 .0157 TOTAL SOIL-LOSS YOLL E(ACRE -FEET) = 41.8576 TD1(41 'ARM RUNOFF VOLUME(ACRE -FEET) = 91.0424 24 -HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOL(DE(AF) Q(CFS) 0. 200.0 400.0 600.0 800.0 .083 .0388 5.63 0 . . . . a/0 .3101 i1. Z0 VI] . .333 .4696 23.16 VQ . .417 .6357 24.11 VQ . . I2 .500 .8058 24.71 VQ . . . 583 .9785 25.08 VG . • 1 15,"")(k. . 667 1.1523 25.24 VQ 1 . 750 1.3270 25.36 VII . . . . 833 1.5019 25.40 VQ . . .917 1.6772 25.44 VQ . 1.000 1.8526 25.48 VQ . . . 1.083 2.0284 25.52 VI/ . . . 1.167 2.2044 25.56 VQ . . 1.250 2.3807 25.60 .0 . . . 1.333 2.5573 25.64 .0 . . . 1.417 2.7342 25.68 .0 . . 1.500 2.9113 25.72 .0 1.583 3.0887 25.76 .0 . ° 1.667 3.2664 25.80 .Q . . . 1.750 3.4444 25.85 .0 . . 1.833 3.6227 25.88 .0 . . 1.917 3.8012 25.93 .0 . . 2.000 3.9801 25.97 .0 . . 2.083 4.1593 26.01 .0 . . 2.167 4.3387 26.06 .0 . . 2.250 4.5185 26.10 .0 2.333 4.6985 26.14 .QV . . 2.417 4.8788 26.18 .QV . . 2.500 5.0595 26.23 .1/4 . . 2.583 5.2404 26.27 .QV . . 2.667 5.4216 26.31 .QV . 2.750 5.6032 2636 .0V . . 2.833 5.7850 26.41 .QV . . 2.917 5.9672 26.45 .011 . . 3.000 6.1497 26.49 .QV . . 3.083 6.3324 26.54 .171 . . 3.167 6.5155 26.58 .QV . . 3.250 6.6989 2 6 . 6 3 . 1 4 1 / . • • 3.333 6.8827 26.68 .0 V . . . 3.417 7.0667 26.73 .0 V . . 3.500 7.2511 26.77 .0 V . . 3.583 7.4358 26.82 .0 V . . 3.667 7.6208 26.87 .0 V . . 3.750 7.8061 26.91 .Q V . . 3.833 7.9918 26.96 .0 I/ . . 3.917 8. 1778 27.01 .0 V . . . 4.000 8.3641 27.05 .0 V . . 4.083 8.5508 27.10 •Q V . . 4.167 8.7378 27.15 .0 V . . 4.250. 8.9251 27.20 .0 V . . 4.333 9.1128 27.25 .0 V . . 4.417 9.3008 27.30 .0 V . . . 4.500 9.4892 27.35 .0 Y . . . 4.583 9.6779 27.40 .Q V . . . 4.667 9.8670 27.45 .@ Y . . . 4.750 10.0564 27.50 .0 V . . 4.833 10.2462 27.55 .0 V 4.917 10.4363 27.61 .0 V . 5.000 10.6268 27.66 .0 V . . 5.083 10.8176 27.71 .0 V . . 5.167 11.0088 27.76 .0 V . . 5.250 11.2004 27.81 .12 V . . 5.333 11.3923 27.87 .0 V . . 5.417 11.5846 27.92 .0 V . . 5.500 11.7773 27.98 Al Y . . 5.583 11.9703 28.03 .0 V . . 5.750 12. 3575 as. 14 .0 v . 5.833 12.5517 28.19 .0 V . . . . 9 7, 5.917 12.7462 28.25 .0 V . • O 6.000 12.9412 28.31 .0 V . . • 1 U 6.083 13.1365 28.36 .0 V . . 6.167 13.3323 28.42 .0 V . . 6.250 13.5284 28.48 .0 V . . 6.333 13.7249 28.53 .0 V . . 6.417 13.9218 28.59 .0 V . . 6.500 14.1191 28.65 .0 V . . 6.583 14.3169 28.71 .0 V . . 6.667 14.5150 28.77 .0 V . . 6.750 14.7135 28.83 .0 V . . 6.833 14.9125 28.89 .0 V . . 6.917 15.1118 28.95 .0 V . . 7.000 15.3116 29.01 .0 Y . . 7.083 15.5118 29.07 .0 V . . 7.167 15.7125 29.13 .0 V . . 7.250 15.9135 29.19 .0 Y . . 7.333 16.1150 29.26 .0 V . . 7.417 16.3169 29.32 .0 V . . 7.500 16.5193 29.38 .0 V . . 7.583 16.7221 29.45 .0 V . . 7.667 16.9253 29.51 .0 V . . 7.750 17.1290 29.58 .0 V . . 7.833 17.3331 29.64 .0 V . . 7.917 17.5377 29.71 .0 V . . 8.000 17.7416 29.61 .0 V . . 8.083 17.9448 29.50 .0 V . . 8.167 18.1503 29.84 .0 V . . 8.250 18.3571 30.02 .0 V . . 8.333 18.5649 30.18 .0 V . . 8.417 18.7738 30.32 .0 V . . 8.500 18.9836 30.47 .0 Y . . 8.583 19.1945 30.62 .0 V . . 8.667 19.4064 30.77 .0 V . . 8.750 19.6194 30.92 .0 V . . 8.833 19.8334 31.07 .0 V . . &917 20.0484 31.22 .0 V . . 9.000 20.2646 31.38 .0 V . . 9.08"< 20.4818 31.54 .0 V . . . 9.167 20.7002 31.71 .0 V. . 9.250 20.9197 31.87 .0 V. . 9.333 21.1403 32.04 .0 V. . 9.417 21.3621 32.21 .0 V. . 9.500 21.5851 32.38 .0 V. . 9.583 21.8094 32.56 .0 V. . 9.667 22.0349 32.74 .0 V. . 9.750 22.2616 32.92 .0 V. . 9.833 22.4897 33.11 .0 V. . 9.917 22.7190 33.30 .0 V. . 10.000 22.9497 33.50 .0 V . 10.083 23.1818 33.70 .0 V . 10.167 23.4152 33.90 .0 V . _ 10.250 23.6501 34.10 .0 V . 10.333 23.8864 34.31 .0 V . 10.417 24.1242 34.53 .0 Y . 10.500 24.3635 34.75 .0 V . 10.583 24.6043 34.97 .0 V . 10.667 24.8467 35.20 .0 V . 10.750 25.0908 35.43 .0 .V . 10.833 25.3365 35.67 .0 .V . 10.917 25.5838 35.92 .0 .V . 11.000 25.8329 36.17 .0 .V . 11.083 26.0838 36.42 .0 .V . 11.250 26.5909 36.95 .0 .V . . 11.333 26.8473 37.23 .0 .V . �� 11.417 27.1057 37.51 . .V . 11.500 27.3660 37.80 .0 V . 1-4 11.583 27.6284 38.10 .0 V . 1 11.667 27.8929 38.40 .0 . V . . 11.750 28.1595 38.72 .0 . V . • . 11.833 28.4284 39.04 .0 . V . . 11.917 28.6995 39.37 .0 . V . . 12.000 28.9729 39.71 .0 . V . 12.083 29.2488 40.06 0 V 12.167 29.5271 40.41 . 0 . V . 12.250 29.8081 40.79 . 0 . V . . 12.333 30.0916 41.17 . 0 . V . 12.417 30.3779 41.57 . 0 . V . . 12.500 30.6670 41.98 . 0 . V . 12.583 30.9590 42.40 . 0 . V . 12.667 31.2539 42.83 . 0 . V . . 12.750 31.5520 43.28 . 0 . V . . 12.833 31.8534 43.75 . Q . Y . . 12.917 32.1580 44.23 . 0 V . . 13.000 32.4661 44.74 . 0 . V . . 13.083 32.8236 51.92 . 0 . V . . 13.167 33.2842 66.87 . 0 . V . . 13.250 33.7755 71.35 . 0 . V . . 13.333 34.2815 73.47 . 0 V . . 13.417 34.7961 74.72 . 0 . V . . 13.500 35.3164 75.55 . 0 V . . 13.583 35.8405 76.09 . 0 V . . 13.667 36.3666 76.40 . 0 V . . 13.750 36.8946 76.66 . 0 V . . 13.833 37.4237 76.82 . 0 V . . 13.917 37.9540 77.00 . 0 V . . 14.000 38.4855 n.18 . 0 V . . 14.08- 39.0183 77.36 . 0 V . 14.167 39.5524 n.56 . 0 . V . . 14.250 40.0880 77.76 . 0 . V . 14.333 40.6250 77.98 . Q Y . 14.417 41.1636 78.20 . 0 V . 14.500 41.7038 78.44 . 0 V . 14.583 42.1718 67.95 . 0 V . 14.667 42.4819 45.03 . 0 V . . 14.750 42.7516 39.16 .0 V . . 14.833 43.0079 37.21 .0 V . . 14.917 43.2616 36.84 .0 V. . 15.000 43.5186 37.32 .0 V. . 15.083 43.7837 38.49 .0 V. . 15.167 44.0611 40.29 . Q V. . 15.250 44.3537 42.48 . 0 V. 15.333 44.6653 45.24 . Q V. . 15.417 44.9994 48.52 . 0 V. . 15.500 45.3610 52.50 . 0 V. 15.583 45.7395 54.96 . Q V 15.667 46.1166 54.74 . 0 V . 15.750 46.5115 57.35 . 0 V . 15.833 46.9408 62.34 . 0 V . 15.917 47.4384 72.25 . 0 V . 16.000 48.0558 89.64 . 0 .V . 16.083 50.7246 387.51 . Q. V 16.167 55.9332 756_? . . V Q . 16.250 58.5512 380.13 . Q. V . 16.333 60.2130 241.30 . . Q V . . 16.417 61.3406 163.73 . Q . . V . . 16.500 62.1835 122.39 . 0 . V . . 16.583 62.8339 94.43 . Q . . V . . 16.750 63.7753 63.18 . 0 . . V . 16.833 64.1410 53.11 . 0 . V . j(� �, 16.917 64.4739 48.34 0 V . . 11� 17.000 64.7823 44.78 . Q V . l 17.083 65.0715 41.99 . 0 . V • 17.167 65.3447 39.66 .0 . V . • 17.250 65.6040 37.65 .0 . V . • 17.333 65.8512 35.89 .0 . V • • 17.417 66.0876 34.33 .0 . V. • 17.500 66.3145 32.94 .0 . V. . 17.583 66.6079 42.60 . 0 . V. . 17.667 67.0584 65.42 . 0 . . V. • 17.750 67.5531 71.83 . 0 . V. . 17.833 68.0670 74.62 . 0 . V. . 17.917 68.5910 76.08 . 0 . V . 18.000 69.1207 76.91 . 0 . Y . 18.083 69.6531 77.31 . 0 . V • 18.167 70.1858 77.34 . Q . V . 18.250 70.7182 77.31 . 0 . .V . 18.333 71.2494 77. . 0 . .V . 18.417 71.7794 76.95 . 0 . .V . 18.500 72.3081 76.78 . Q . . .V . 18.583 72.8358 76.62 . Q . . V . 18.667 73.3624 76.46 . 0 . . V . 18.750 73.8879 76.30 . 0 . . V . 18.833 74.4124 76.16 . 0 . . V . 18.911 74.9359 76.01 . 0 . . V . 19.000 75.4585 75.88 . Q . . V . 19.083 75.9336 68.99 . 0 . . V • 19.167 76.3059 54.06 . Q . . V . 19.250 76.6458 49.36 . 0 . . V . 19.333 76.9691 46.94 . 0 . . V • 19.417 77.2817 45.39 . Q . . Y • 19.500 77.5864 44.25 . Q . V • 19.583 77.8854 43.41 . 0 . . V . 19.667 78.1803 42.82 . 0 . . V . 19.750 78.4715 42.28 . 0 . V . 19.833 78.7598 41.86 . Q . . V . 19.917 79.0453 41.46 . 0 . . . V . 20.000 79.3282 41.07 . 0 . . . V . 20.083 79.6084 40.69 . 0 . . . V . 20.167 79.8861 40.32 . 0 . V • 20.250 80.1613 39.96 .0 . . . V . 20.333 80.4341 39.62 .0 . . . V . 20.417 80.7046 39.28 .0 . . . V . 20.500 80.9729 38.95 .0 . . V . 20.583 81.2389 38.63 .0 . . V . 20.667 81.5028 38.32 .0 . . V . 20.750 81.7647 38.02 .0 . . . V . 20.833 82.0245 37.72 .Q . . . V . 20.917 82.2823 37.44 .0 . . V . 21.000 82.5382 37.16 .0 . . . V . 21.083 82.7922 36.88 .0 . Y . 21.167 83.0443 36.61 .0 . . V . 21.250 83.2947 36.35 .0 . . V . 21.333 83.5433 36.10 .0 . . V . 21.417 83.7902 35.85 .0 . . Y . 21.500 84.0355 35.61 .61 . . V . 21.583 84.2791 35.37 .0 . V . 21.667 84.5211 35.14 .0 . . V . 21.750 84.7615 34.91 .0 V . 21.833 85.0004 34.69 .0 . V . 21.917 85.2378 34.47 .0 . . V . 22. 000 85.4737 34.26 .0 . . V . 22.083 85.7082 34.05 .0 . . V . de. eao db. 11JU JS. b4 . U . . Y • 22.333 86.4033 33.44 .0 . V / 22.417 86.6323 33.25 .0 . • • V . !2 l 22.500 86.8600 33.06 .Q . V . 22.583 87.0864 32.87 .0 . ▪ V • 22.667 87.3115 32.69 .0 . • V • 22.750 87.5354 32.51 .0 • . • V . 22.833 87.7581 32.34 .0 . ▪ V . 22.917 87.9796 32.16 .0 . ▪ V . 23.000 88.2000 31.99 .0 . V . 23.083 88.4192 31.83 .11 . . ▪ V . 23.166 88.6372 31.66 .0 • - ▪ V 23.250 88.8541 31.50 . . V. 23.333 89.0700 31.34 .0 . . V. 23.41E i."4. 31.18 .0 . . V. 23.500 89.4985 31.03 .0 . . V. 23.583 89.7111 30.88 .0 . . V. 23.666 89.9228 30.73 .0 . . V. 23.750 90.1334 30.59 .0 . . V. 23.833 90.3431 30.44 .0 V. 23.916 90.5518 30.30 .0 . . V. 24.000 90.7594 30.16 .0 . . V. 24.083 90.9201 23.33 .0 . . V. 24.166 90.9798 8.66 0 . V. 24.250 91.0098 4.37 0 V. 24.333 91.0264 2.41 0 . . V. 24.416 91.0355 1.32 0 . . V. 24.500 91.0399 .64 0 . V. 24.583 91.0416 .25 0 . . V. 24.666 91.0423 .10 0 . . V. PROJECT: (- ipaUte . C 5 44C;:sA DATE: , 2.12..<-/if 7 ?°-'°-' - CO fir" Ia. ►, ENGINEER: Lh W (2\1 1. Enter the length of the longest watercourse (feet) %2Tlb'd 1 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the watershed area (feet) /00 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) OD 4. Enter the SBC basin factor 0 i 0 30 5. Enter the watershed area (acres) / 6. Enter baseflow (cfs /square mile) m / 0 7. Enter SBC S -Graph proportions (decimal) Valley /' 0 Foothill c p Mountain Desert (y 8. Enter adjusted loss rate (inch/hour) a, GG 9. Enter low loss rate percentage (decimal) 0'59 10. Enter watershed area - averaged 5- minute point rainfall (inches)* O. 75 Enter watershed area - averaged 30- minute point rainfall (inches)* / Enter watershed area - averaged 1-hour point rainfall (inches)* /• / Enter watershed area - averaged 3 -hour point rainfall (inches)* 2,4 Enter watershed area - averaged 6 -hour point rainfall (inches)* G Enter watershed area - averaged 24 -hour point rainfall (inches)* /0 11. Enter 24 -hour storm unit interval (minutes) .S *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDR OGRAPH HYDROLOGY MANUAL INFORMATION FORM 11 // UNIT- HYDROGRAPH ANALYSIS (ccc(ccc(( cl cl(((((((((ccc(( cc( cl((((()))))) ))))))))))))) >)))))))))))))))))) • (C) Copyright 1983 Advanced Engineering Software IAES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ((((l(((l l((((((l( l((((((((((((((((((()))))>) )))))) >)))))))))))) >)) >)) >))))) • }DESCRIPTION OF RESULTS * HUNTER'S RIDGE 'SPLIT SYSTEM LOWER PORTION' • * 100 YEAR STORM 'UNDEVELOPED' +� f f WATERCOURSE LENGTH = 3000.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 1800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 80.000 FEET MAMNINGS FRICTION FACTOR ALONG WATERCOURSE = .030 WATERSHED AREA = 158.000 ACRES WATERCOURSE 'LAG" TIME = .151 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAS -TIME = 55.286 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .660 LOW SOIL -LOSS RATE PERCENTAGE(DECIMAL) = .590 VALLEY S -GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .75 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.61 SHE:: FIED PEAK 3-HOUR RAINFALL UNCH) = 2.40 SPECIFIED PEAK 6 -HOUR RAINFALL UNCH) = 4.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.10 aHYDROGRAPH MODEL #1 SPECIFIED* PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .998 30- MINUTE FACTOR = .998 1-FOUR FACTOR = .999 3-HOUR FACTOR = .999 6-HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 (cc(((((( (((((((((((((((((((((((((( O)))))) ))))))))) >))))) >))))))))))))))) REV. 1.5 RELEASE DATE: 4/20/83 • V'p UNIT HYDR06RAPH DETERMINATION I INTERVAL "S" SRAM.' NIT HYDROSRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 7.181 137. 2 37.640 582.015 3 65.592 534.100 4 76.908 216.234 5 • 83.300 122.132 6 87.684 83.773 7 90.863 60.752 8 93.150 43.699 9 94.897 33.374 ' 10 96.354 27.844 11 97.447 20.877 12 98.294 16.203 13 98.911 11.774 14 99.411 9.554 15 99.911 9.554 16 100.000 1.707 3 /3 ,° 1 L WIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 .0199 .0117 .0082 • 2 .0199 .0118 .0082 3 .0200 .0118 .0082 4 .0200 .0118 .0082 5 .0200 .0118 .0082 6 .0201 .0118 .0082 7 .0201 .0119 .0082 8 .0201 .0119 .0083 9 .0201 .0119 .0083 10 .0202 .0119 .0083 11 .0202 .0119 .0083 12 .0202 .0119 .0083 13 .0203 .0120 .0083 14 .0203 .0120 .0083 - 15 .0203 .0120 .0083 '16 .0204 .0120 .0084 17 .0204 .0120 .0084 18 .0204 .0121 .0084 19 .0205 .0121 .0084 20 .0205 .0121 .0084 21 .0205 .0121 .0084 22 .0206 .0121 .0084 23 .0206 .0122 .0084 24 .0206 .0122 .0085 25 .0207 .0122 .0085 26 .0207 .0122 .0085 27 .0207 .0122 .0085 28 .0208 .0123 .0085 29 .0208 .0123 .0085 30 .0208 .0123 .0085 31 .0209 .0123 .0086 70 A?AQ AO/ AAOL 34 .0210 .0124 .0086 35 .0210 .0124 .0086 LI 36 .0211 .0124 .0086 1 37 .0211 .0124 .0086 38 .0211 .0125 .0087 ` r) t? 39 .0212 .0125 .0087 40 .0212 .0125 .0087 l t " U 41 .0212 .0125 .0087 42 .0213 .0126 .0087 43 .0213 .0126 .0087 44 .0214 .0126 .0088 45 .0214 .0126 .0088 46 .0214 .0126 .0088 47 .0215 .0127 .0088 48 .0215 .0127 .0088 49 .0215 .0127 .0088 50 .0216 - .0127 .0089 51 .0216 .0128 .0089 52 .0217 .0128 .0089 53 .0217 .0128 .0089 54 .0217 .0128 .0089 55 .0218 .0129 .0089 56 .0218 .0129 .0089 57 .0219 .0129 .0090 58 .0219 .0129 .0090 59 .0219 .0129 .0090 60 .0220 .0130 .0090 61 .0220 .0130 .0090 62 .0221 .0130 .0090 63 .0221 .0130 .0091 64 .0222 .0131 .0091 65 ,0222 .0131 .0091 66 .0222 .0131 .0091 67 .0223 .0131 .0091 68 .0223 .0132 .0092 69 .0224 .0132 ' .0092 70 .0224 .0132 .0092 71 .0225 .0133 .0092 72 .0225 .0133 .0092 73 .0226 .0133 .0092 74 .0226 .0133 .0093 75 .0226 .0134 .0093 76 .0227 .0134 .0093 77 .0227 .0134 .0093 78 .0228 .0134 .0093 79 .0228 .0135 .0094 80 .0229 .0135 .0094 81 .0229 .0135 .0094 '82 .0230 .0136 .0094 83 .0230 .0136 .0094 84 .0231 .0136 .0095 85 .0231 .0136 .0095 86 .0232 .0137 .0095 87 .0232 .0137 .0095 88 .0233 .0137 .0095 89 .0233 .0138 .0096 90 .0234 .0138 .0096 91 .0234 .0138 .0096 92 .0235 .0138 .0096 93 .0235 .0139 .0096 94 .0236 .0139 .0097 95 .0236 .0139 .0097 96 .0231 .0136 - .0095 97 .0238 .0140 .0097 , go , oa?9 , (1141 . (1noA 100 . Ue41 .vi Yc . v w J 101 .0242 .0143 .0099 102 .0243 .0144 .0100 / 103 .0244 .0144 .0100 104 .0246 .0145 .0101 V 105 .0247 .0146 .0101 106 .0248 .0146 - .0102 t t 107 .0249 .0147 .0102 108 .0251 .0148 .0103 109 .0252 .0149 .0103 110 .0253 .0149 .0104 111 .0255 .0150 .0104 112 .0256 .0151 .0105 113 .0257 .0152 .0105 114 .0259 .0153 .0106 115 .0260 .0153 .0107 116 .0262 .0154 .0107 117 .0263 .0155 .0108 118 .0265 .0156 .0108 119 .0266 .0157 .0109 120 .0268 .0158 .0110 121 .0269 .0159 .0110 122 .0271 .0160 .0111 123 .0273 .0161 .0112 124 .0274 .0162 .0112 125 .0276 .0163 .0113 126 .0278 .0164 .0114 127 .0280 .0165 .0115 128 .0282 .0166 .0115 129 .0284 .0167 .0116 130 .0285 .0168 .0117 131 .0287 .0170 .0118 132 .0290 .0171 .0119 133 .0292 .0172 .0120 134 .0294 .0173 .0120 135 .0296 .0175 .0121 136 .0298 .0176 .0122 137 .0301 .0177 .0123 138 .0303 .0179 .0124 139 .0305 .0180 .0125 140 .0308 .0182 .0126 141 .0310 .0183 .0127 142 .0313 .0185 .0128 143 .0316 .0186 .0129 14' .0319 .0188 .0131 145 .0321 .0190 .0132 146 .0324 .0191 .0133 147 .0328 .0193 .0134 148 .0331 .0195 .0136 149 .0334 .0197 .0137 150 .0337 .0199 .0138 151 .0341 .0201 .0140 152 .0344 .0203 .0141 153 .0348 .0205 .0143 154 .0352 .0208 .0144 155 .0356 .0210 .0146 156 .0360 .0213 .0148 157 .0600 .0354 .0246 158 .0601 .0355 .0247 159 .0602 .0355 .0247 160 .0603 .0356 .0247 161 .0605 .0357 .0248 162 .0606 .0357 .0248 163 .0607 .0358 .0249 1b3 .UOWU .uJOU .UCOV 166 .0611 .0360 .0251 167 .0612 .0361 .0251 168 .0614 .0362 .0252 Co/3 169 .0615 .0363 .0:.'52 170 .0617 .0364 .0253 171 .0619 .0365 .0254 V 172 .0621 .0366 .0254 ,�^- 173 .0623 .0367 .0255 �j • 174 .0625 .0369 .0256 Y 175 .0247 .0146 .0101 176 .0256 .0151 .0105 177 .0267 .0157 .0109 178 .0278 .0164 .0114 179 .0291 .0172 .0119 180 .0306 .0181 .0125 , 181 .0323 .0190 .0132 182 .0342 .0202 .0140 183 .0364 .0215 .0149 184 .0391 .0231 .0160 185 .0424 .0250 .0174 186 .0464 .0274 .0190 187 .0428 .0252 .0175 188 .0456 .0269 .0187 189 .0488 .0288 .0200 190 .0575 .0339 .0236 191 .0706 .0416 .0289 192 .0968 .0550 .0418 193 .7483 .0550 .6933 194 .1776 .0550 .1226 195 .1226 .0550 .0676 196 .0812 .0479 .0333 197 .0634 .0374 .0260 198 .0527 .0311 .0216 199 .0464 .0274 .0190 200 .0424 .0250 .0174 201 .0391 .0231 .0160 202 .0364 .0215 .0149 203 .0342 .0202 .0140 204 .0323 .0190 .0132 205 .0306 .0181 .0125 206 .0291 .0172 .0119 207 .0278 .0164 .0114 208 .0267 .0157 .0109 209 .0256 .0151 .0105 210 .0247 .0146 .0101 . 211 .0625 .0369 .0256 212 .0623 .0367 .0255 213 .0621 .0366 .0254 214 .0619 .0365 .0254 215 .0617 .0364 .0253 216 .0615 .0363 .0252 217 .0614 .0362 .0252 218 .0612 .0361 .0251 219 .0611 .0360 .0251 220 .0610 .0360 .0250 221 .0608 .0359 .0249 222 .0607 .0358 .0249 223 .0606 .0357 .0248 224 .0605 .0357 .0248 225 .0603 .0356 .0247 , 226 .0602 .0355 .0247 227 .0601 .0355 .0247 228 .0600 .0354 .0246 229 .0360 .0213 .0148 COl . V uu.: . vwu .vary 232 .0348 .0205 .0143 233 .0344 .0203 .0141 234 .0341 .0201 .0140 7/11 235 .0337 .0199 .0138 1 J 236 .0334 .0197 .0137 1 � V 237 .0331 .0195 .0136 238 .0328 .0193 .0134 ` 239 .0324 .0191 .0133 240 .0321 .0190 .0132 241 .0319 .0188 .0131 242 .0316 .0186 .0129 243 .0313 .0185 .0128 244 .0310 .0183 .0127 245 .0308 .0182 .0126 246 .0305 .0180 .0125 247 .0303 .0179 .0124 248 .0301 .0177 .0123 249 .0298 .0176 .0122 250 .0296 .0175 .0121 251 .0294 .0173 .0120 252 .0292 .0172 .0120 253 .0290 .0171 .0119 254 .0287 .0170 .0118 255 .0285 .0168 .0117 256 .0284 .0167 .0116 257 .0282 .0166 .0115 258 .0280 .0165 .0115 259 .0278 .0164 .0114 260 .0276 .0163 .0113 261 .0274 .0162 .0112 262 .0273 .0161 .0112 263 .0271 .0160 .0111 264 .0269 .0159 .0110 265 .0268 .0158 .0110 266 .0266 .0157 .0109 267 .0265 .0156 .0108 268 .0263 .0155 .0108 269 .0262 .0154 .0107 270 .0260 .0153 .0107 271 .0259 .0153 .0106 272 .0257 .0152 .0105 273 .0256 .0151 .0105 274 .0255 .0150 .0104 275 .0253 .0149 .0104 276 .0252 .0149 .0103 277 .0251 .0148 .0103 278 .0249 .0147 .0102 279 .0248 .0146 .0102 280 .0247 .0146 .0101 281 .0246 .0145 .0101 282 .0244 .0144 .0100 283 .0243 .0144 .0100 284 .0242 .0143 .0099 285 .0241 .0142 .0099 286 .0240 .0141 .0098 287 .0239 .0141 .0098 288 .0238 .0140 .0097 TOTAL SOIL-LASS VOU1•E (ACRE-FEET) = 72.4383 TOTAL STORM RUNOFF VOUIE (ACRE-FEET) = 60.4774 j0 g/r3 1 t l) 1)e. 24 -HOUR STORM RUNOFF HYDRO6RAPH HYDR06RAPH IN FIVE - MINUTE INTERVALS(CFS) TIM (HRS) YOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 . 083 . oon 1.120 . . . . 167 .0482 5.87 Q . . . 250 .1187 10.24 Q . .333 .2015 12.02 0 . . 417 .2912 13.03 VG . • . 500 .3859 13.74 VG . . .583 .4840 14.26 VG . .667 .5848 14.64 VG . .750 .68n 14.93 VG . . 833 .7922 15.18 VG . .917 .8981 15.37 VG . . . 1.000 1.0050 15.53 VG 1.083 1.1128 15.65 VG 1.167 1.2213 15.75 VII 1.250 1.3305 15.85 VO 1.333 1.4400 15.89 VG . . 1.417 1.5496 15.92 .Q . 1.500 1.6594 15.94 .Q 1.583 1.7694 15.97 .11 . 1.667 1.8795 15.99 .0 . • 1.750 1.9899 16.02 .Q . . . 1.833 2.1004 16.05 .11 . . 1.917 2.2111 16.07 .0 . . 2.000 2.3219 16.10 .0 . 2.083 2.4330 16.12 .0 . . 2.167 2.5442 16.15 .0 2.333 2.7672 16.20 .Q 2.417 2.8790 16.23 .0 • g 2.500 2.9910 16.26 .0 0 3 2.583 3.1031 16.29 .QV 2.667 3.2154 16.31 .QV 2.750 3.3280 16.34 .QV . . . I rilAf o 0 2. &33 3.4407 16.37 . QV . . . 2.917 3.5536 16.39 .QV 3.000 3.6667 16.42 . QV . • 3.083 3.7800 16.45 .0V 3.167 3.8934 16. . QV 3.250 4.0071 16.50 .QV . 3.333 4.1210 16.53 .QV . 3.417 4.2350 16.56 .QV • 3.500 4.3493 16.59 .0V . 3.583 4.4638 16.62 .QV . 3.667 4.5784 16.65 .Q V 3.750 4.6933 16.68 .Q V 3.833 4.8084 16.71 .0 V 3.917 4.9236 16.74 .Q Y 4.000 5.0391 16.77 .Q V 4.083 5.1548 16.80 .0 V 4.167 5.2707 16.83 .0 V . 4.250 5.3868 16.86 .0 V 4.333 5.5031 16.89 .0 V 4.417 5.6196 16.92 .Q Y 4.500 5.7363 16.95 .0 V • 4.583 5.8533 16.98 .0 V 4.667 5.9704 17.01 .0 V 4.750 6.0878 17.04 .Q V 4.833 6.2054 - 17.07 .Q V 4.917 6.3232 17.11 . V 5.000 6.4412 17.14 .0 Y 5.083 6.5595 17.17 .Q V . • 5.167 6.6779 17.20 .0 V . 5.250 6.7966 17.24 .Q V 5.333 6.9156 17.27 .0 Y 5.417 7.0347 17.30 .Q V . 5.500 7.1541 17.33 .0 V 5.583 7.2737 17. .0 V . 5.667 7.3935 17.40 .0 Y • . . 5.750 7.5136 17.43 .0 V • . . 5.833 7.6339 17.47 .0 V . 5.917 7.7545 17.50 .0 V • . 6.000 7.8752 17.54 .0 V . 6.083 7.9963 17.57 .0 V . 6.167 8. 1175 17.61 .Q V . 6.250 8.2390 17.64 .Q V 6.333 ' 8.3608 17.68 .0 V . • 6.417 8.4828 17.71 .Q Y . 6.500 8 . 6 0 5 0 17.75 .0 V 6.583 8.7275 17.79 .0 V 6.667 8.8502 17.82 .0 V 6.750 8.9732 17.86 .0 V 6.833 9.0965 17.90 .Q V • 6.917 9.2200 17.93 .Q Y • 7.000 9.3438 17.97 .0 V . 7.083 9.4678 18.01 .0 V . 7.167 9.5921 18.05 .Q V . 7.250 9.7166 18.08 .0 V . 7.333 9.8414 18.12 .0 V . 7.417 9.9665 18.16 .0 V . • 7.500 10.0918 18.20 .0 Y . • 7.583 10.2174 18.24 .0 V . 7 [[7 4A 7677 40 '_.Q n 11 7.833 10.5959 18.36 .0 V . . . 7.917 10.7226 18.40 .0 V . . 8.000 10.8494 18.41 .0 V . . . t '' 8.083 10.9758 18.35 .0 V .11..1 8.167 11.1025 18.41 .0 V 1 3 8.250 11.2303 18.55 .0 V . I 8.333 11.3587 18.64 .0 V . . 8.417 11.4877 18.73 .0 V . 8.500 11.6173 18.82 .0 V . . . 8.583 11.7475 18.91 .0 V . . 8.667 11.8783 18.99 .0 V . 8.750 12.0097 19.08 .0 V . 8.833 12.1418 19.18 .0 V . 8.917 12.2745 19.27 .0 V . . 9.000 12.4079 19.36 .0 V . . 9.083 12.5419 19.46 .0 V . 9.167 12.6766 19.56 .0 V . • 9.250 12.8120 19.66 .0 V . • 9.333 12.9482 19.76 .0 V . 9.417 13.0850 19.87 .0 V . • 9.500 13.2226 19.97 .0 V . 9.583 13.3609 20.08 .0 V . • 9.667 13.4999 20.19 .0 V . 9.750 13.6397 20.30 .0 V. 9.833 13.7804 20.42 .0 V. 9.917 13.9218 20.53 .0 V. 10.000 14.0640 20.65 .Q V. • 10.083 14.2070 20.77 .0 V. 10.167 14.3509 20.89 .0 V. 10.250 14.4956 21.02 .0 V. 10.333 14.6413 21.14 .g V. 10.417 14.7878 21.27 .0 V. . 10.500 14.9352 21.41 .g V. 10.583 15.0836 21.54 .0 V. 10.667 15.2329 21.68 .0 V • 10.750 15.3832 21.82 .0 V 10.833 15.5345 21.97 .0 V 10.917 15.6868 22.11 .0 V . 11.000 15.8401 22.27 .0 V . 11.083 15.9945 22.42 .0 V 11.167 16.1500 22.58 .0 V . . 11.250 16.3066 22.74 .0 V 11.333 16.4644 22.91 .0 V . . 11.417 16.6233 23.08 .0 V . . 11.500 16.7834 23.25 .0 .1/ . . 11.583 16.9448 23.43 .0 . . . 11.667 17.1074 23.61 .0 . . . 11.750 17.2713 23.80 .0 . . . 11.833 17.4365 23.99 .0 . . . 11.917 17.6031 24.19 .0 .11 . . 12.000 17.7711 24.39 .0 . . . 12.083 17.9405 24.60 .0 . . . 12.167 18.1115 24.82 .0 . . . 12.250 18.2839 25.04 . 0 . V . 12.333 18.4580 25.27 . 0 • V . 12.417 18.6336 25.51 . 0 • V . 12.500 18.8110 25.75 . 0 • V . 12.583 18.9900 26.00 . 0 . V . 12.667 19.1709 26.26 . 0 . V . 12750 19.3536 26.53 . 0 . V • 12.833 19.5382 26.81 . Q . V . . 12.917 19.7248 27.10 • 0 • V . . 13.000 19.9135 27.39 . 0 . V . 13.083 20.1134 29.03 . 0 . V . aJ•�•.V •:V. JVVV ?V. JT • u • . • . 13.333 20.9253 42.59 • 0 • V . • • 13.417 21.2277 43.91 . Q • V 13.50x1 21.5365 44.84 . Q V . . . C ! 13.583 21.8502 45.55 • Q • V . • 13.66? 22.1676 46.08 . Q . V . l 13.750 22.4879 46.52 . 0 . V • 13.833 22.8109 46.90 . 0 V • • 13.917 23.1360 47.21 . Q . V • 14.000 23.4630 47.48 . Q V 14.083 23.7916 47.71 . 0 . V 14.167 24.1216 47.92 . 0 . V • 14.250 24.4530 48.13 . Q . V • • • 14.333 24.7855 48.27 . 0 V . • • 14.417 25.1189 48.40 . 0 Y . 14.500 25.4532 48.54 . 0 Y . 14.583 25.7738 46.55 . 0 Y . 14.667 26.0333 37.68 . 0 Y • • 14.750 26.2382 29.75 . 0 Y . 14.833 26.4238 26.95 . 0 . Y 14.917 26.6011 25.74 . Q V • 15.000 26.7750 25.25 . 0 Y . 15.083 26.9488 25.23 . Q Y . • 15.167 27.1252 25.63 . 0 Y • 15.250 27.3067 26.34 . 0 Y . 15.344 27.4950 27.35 . 0 Y . 15.417 27.6929 28.73 . 0 . V . . . 15.500 27.9031 30.52 . 0 V . . 15.583 28.1258 32.34 . 0 . V . 15.667 28.3531 33.00 . 0 V . 15.750 28.5851 33.68 . Q V . 15.833 28.8310 35.71 . 0 V. • • 15.917 29.1041 39.66 . Q V. • 16.000 29.4278 47.01 . 0 V. . 16.083 30.4463 147.88 . .Q V 16.167 33.5971 457.50 . • V Q 16.250 36.8319 C . • V 0 16.333 38.7013 271.43 . . V 16.417 39.9336 178.93 . . 0 . Y . . 16.500 40.8286 129.96 . Q . V • 16.583 41.5289 101.68 . 0 . V . • 16.667 42.0916 81.71 . 0 . . V . . 16.750 42.5632 68.48 . 0 . V 16.833 42.9763 59.98 . Q . . V . 16.917 43.3325 51.72 . 0 V 17.000 43.6452 45.40 . Q . . V 17.083 43.9188 39.72 . 0 V. 17.167 44.1656 35.84 • 0 V. 17.250 44.3981 33.76 . 0 . . V. • 17.333 44.5841 27.01 . 0 . . V. 17.417 44.7485 23.88 .0 . . V. 17.500 44.9021 22.30 .0 . . V. • 17.583 45.0629 23.36 .0 . V. 17.667 45.2812 31.69 . 0 . V. 17.750 45.5534 39.53 . Q V 17.833 45.8463 42.52 . 0 . . V • 17.917 46.1502 44.12 . 0 . . Y • 18.000 46.4613 45.18 . 0 . V . 18.083 46.7775 45.91 . Q . Y 18.167 47.0970 46.40 . Q . .V . 18.250 47.4190 46.75 . 0 . . .V 18.333 47.7430 47.04 . 0 .V . 18.417 48.0682 47.23 . 0 . •V . 18.500 48.3944 47.36 . 0 . V 18.583 48.7210 47.43 . 0 . . Y 4., ••, ,n ne,n /.7 1.7 r 4.0• IJV 17.J /JL 41.J1 • It • • • V • 18.833 49.7019 47.44 . 0 . . . V . 18.917 50.0280 47.35 . 0 . . . V 19.000 50.3535 47.26 . Q . . . V [ a 19.083 50.6691 45.83 . 0 . . . V . U 0 I 19.167 50.9448 40.03 . 0 . . . V . 19.250 51.1832 34.62 . 0 . • . V • 19.333 51.4054 32.26 . 0 . . . V . t 'D e 19.417 51.6176 30.81 . 0 . . V • 19.500 51.8223 29.72 . 0 . V . 19.583 52.0210 28.86 . 0 . . . V . 19.667 52.2150 28.16 . Q • . . Y . 19.750 52.4049 27.57 . 0 . V . 19.833 °K . iI , t l 27.04 0 . . V • 19.917 52.7742 26.58 . Q . . V . 20.000 52.9545 26.18 . 0 . . V . 20.083 53.1323 25.82 . Q . . V . 20.167 53.3078 25.49 . Q . . V . 20.250 53.4811 25.16 . 0 . . V . 20.333 53.6528 24.92 .0 . . V . 20.417 53.8229 24.70 .0 . . V . 20.500 53.9916 24.49 .0 . . V • 20.583 54.1588 24.28 .0 . . V • 20.667 54. r .' , '1, l' r, . V . 20.750 54.4892 23.89 .12 . . V • 20.833 54.6524 23.70 .0 . V . 20.917 54.8143 23.51 .0 . V • 21.000 54.9750 23.33 .0 . V • 21.083 55.1345 23.15 .0 . . V . 21.1P 55.2928 22.98 .0 . V • 21.250 55.4499 22.82 .Q ' . . V • 21.333 55.6059 22.65 .0 . . V . 21.417 55.7608 22.49 .0 . V . 21.500 55.9146 22.34 .Q . V . 21.583 56.0674 22.18 .0 . . V • 21.667 56.2191 22.03 .0 . V . 21.750 56.3699 21.89 .Q . . V . 21.833 56.5196 21.74 .0 . V . 21.917 56.6684 21.61 .Q . . Y • 22.000 56.8163 21.47 .0 . . V • 22.083 56.9632 21.33 .Q . . V . 22.167 57.1093 21.20 .0 . V • 22.250 57.2544 21.08 .0 . . V . 22.333 57.3987 20.95 .Q . . V • 22.417 57.5421 20.82 .0 . . ▪ V . 22.500 57.6847 20.70 .Q . . • V • 22.583 57.8265 20.59 .0 . ▪ V . 22.667 57.9674 20.47 .0 . • V . 22.750. 58.1076 20.35 .0 . • V . 22.833 58.2470 20.24 .0 ▪ V . 22.917 58.3857 20.13 .Q . . ▪ V . 23.000 58.5236 20.02 .Q . ▪ V . 23.083 58.6608 19.92 .0 . . ▪ V • 23.166 58.7972 19.81 .0 . ▪ V • 23.250 58.9329 19.71 .Q . . ▪ V • 23.333 59.0680 19.61 .0 . V. 23.416 59.2023 19.51 .0 . V. 23.500 59.3360 19.41 .0 . V. 23.583 59.4690 19.31 .0 . . V. 23.666 59.6014 19.22 .0 . . V. 23.750 59.7331 19.13 .0 . . V. 23. 833 59.8643 19.04 .0 . V. 23.916 59.9947 18.95 .0 . . V. 24.000 60.1246 18.86 .g . . V. 24.083 60.2447 17.44 .Q . V. 24.333 60.3999 4.35 0 . . V. 24.416 60.4216 3.15 0 . • V. U Y/ f 3/ 24.500 60.4376 - 2.32 0 . . Y. �/ 24.583 60.4494 1.72 0 V . / 24.666 60.4583 1.29 0 . . V. t 24.750 60.4649 .96 0 . V. 24.833 60.4696 .68 0 . V. 24.916 60.4729 .48 0 . V. 25.000 60.4751 .32 0 . V. 25.083 60.4765 .20 0 V. 25.166 60.4773 .11 0 . V. 25.250 60.4774 .02 0 . . V rKUJI.L 1: 1 NJ 7 n 1 c: ` ;V\ i ' 7 T› (Tc, x E 1 1 ENGINEER: F- • NA . 11-G1 JYL . f 049 ra---- 1. Enter the length of the longest watercourse (feet) 7 3 w 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the watershed area (feet) Zs 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) 780 4. Enter the SBC basin factor 0. l S S. Enter the watershed area (acres) 2 7 (• 6. Enter baseflow (cfs /square mile) 0 0 7. Enter SBC S -Graph proportions (decimal) Valley Foothill Mountain Desert 0 8. Enter adjusted loss rate (inch/hour) 4 . 44 9. Enter low loss rate percentage (decimal) 0 , 34- 10. Enter watershed area - averaged 5-minute point rainfall (inches) * D- Enter watershed area - averaged 30- minute point rainfall (inches)* / Enter watershed area - averaged 1 -hour point rainfall (inches)* /-40/ Enter watershed area - averaged 3 -hour point rainfall (inches) * 3 .1/ Enter watershed area - averaged 6 -hour point rainfall (inches) * Enter watershed area - averaged 24 -hour point rainfall (inches)* / 0' / 11. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDR OGRAPH HYDROLOGY MANUAL INFORMATION FORM E — 34 FIGURE E -10 6 UNIT - HYDROGRAPH ANALYSIS iii ((((((((((( l( ((((((((((((((((t(((((((0)))))) )1 > > )))))))))))))) (C) Copyright 1983 Advanced Engineering Software TAESI °Especially prepared for: J.P. KAPP & ASSOCIATES, INC. ((((((((((((((((((((((((((((((((((((( 0)))))) )))))))) >))))) ))))))))))))))))) iiiiii*iiiDESCRIPTION OF RESUL * HUNTER'S RIDGE 'SPLIT SYSTEM UPPER PORTION' i * 100 YEAR STORM 'DEVELOPED' i } WATERCOURSE LENGTH * 7300.000 FEET LENGTH FROM CC CENTRATION POINT TO CENTROID = 2300.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 780.000 FEET MANNIN6S FRICTION FACTOR ALONG WATERCOURSE _ .015 WATERSHED AREA = 276.000 ACRES WATERCOURSE 'LAG' TIME _ .089 HOURS UNIT HYDRO6t(APH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 93.533 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH/HO<UR) _ .410 LOW SOIL -LOSS RATE PERCENTAff(DECIMAL) _ .340 VALLEY S-GRAPH SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .77 SPECIFIED PEAK 30- MINUTES RAINFAL.L(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAIMFALL(INCH) = 1.61 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.20 SPECIE '• -EAK 6-HOUR RAIIIFALL(IMCI) = 4.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH)= 10.10 iHYDROGRAPH MODEL 81 SPECIFIED* PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .996 30- MINUTE FACTOR = .996 1-HOUR FACTOR = .998 3-HOUR FACTOR = .999 6-FOUR FptcOR = .999 24 -HOUR FACTOR = .999 ((((((((((((( l(((( l(( ((l(((((l(((((((0)) >1)))))))))) ) 11)))11))1))))1)11)))) Advanced Engineering Software IAES3 SERIAL No. A00781 REV. 1.5 RELEASE DATE: 4/20/83 111 \111 t 1 t t 1 t t t t t t bt t t tt 1 t 11 ttt t11 111I///I/l / /// //1///I//I /I/ //II ///l /I /I// UNIT HYDR06RAPH DETERMINATION S.411)11/ . �� /� v S• � INTERVAL 'S' GRAPH • UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 17.231 575.165 2 64.919 1591.754 3 81.642 558.179 4 89.068 247.882 5 93.323 142.011 6 96.070 91.709 7 97.879 60.374 8 99.015 37.921 9 99.515 16.689 10 100.000 16.191 .. Imve yt.■ 5/ g UNIT (NIT UNIT trftLIIVE 0 PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCFES) (INCHES) (INC}ES) 1 .0199 .0068 .0131 2 .0199 .0068 .0132 3 .0200 .0068 .0132 4 .0200 .0068 .0132 5 .0200 .0068 .0132 6 .0201 .0068 .0132 7 .0201 .0068 .0133 8 .0201 .0068 .0133 9 .0201 .0068 .0133 10 .0202 .0069• .0133 11 .0202 .0069 .0133 12 .0202 .0069 .0134 13 .0203 .0069 .0134 14 .0203 .0069 .0134 15 .0203 .0069 .0134 16 .0204 .0069 .0134 17 .0204 .0069 .0135 18 .0204 .0069 .0135 19 .0205 .0070 .0135 20 .0205 .0070 .0135 21 .0205 .0070 .0136 22 .0206 .0070 .0136 23 .0206 .0070 .0136 24 .0206 .0070 .0136 25 .0207 .0070 .0136 26 .0207 .0070 .0137 27 .0207 .0071 .0137 28 .0208 .0071 .0137 29 .0208 .0071 .0137 30 .0208 .0071 .0138 31 .0209 .0071 .0138 32 .0209 .0071 .0138 33 .0210 .0071 .0138 34 .0210 .0071 .0138 35 .0210 .0071 .0139 36 .0211 .0072 .0139 37 .0211 .0072 .0139 38 .0211 .0072 .0139 39 .0212 .0072 .0140 40 .0212 .0072 .0140 41 .0212 .0072 .0140 42 .0213 .0072 .0140 43 .0213 .0072 .0141 44 .0214 .0073 .0141 45 .0214 .0073 .0141 46 .0214 .0073 .0141 47 .0215 .0073 .0142 48 .0215 .0073 .0142 49 .0215 .0073 .0142 50 .0216 .0073 .0142 51 .0216 .0074 .0143 52 .0217 .0074 .0143 53 .0217 .0074 .0143 54 .0217 .0074 .0143 ;n. . VG1C . VVI.t .v1,1 57 .0219 .0074 .0144 58 .0219 .0074 .0145 59 .0219 .0075 .0145 S e S b0 .0220 .0075 .0145 61 .0220 .0075 .0145 62 .0221 .0075 .0146 63 .0221 .0075 .0146 64 .0222 .0075 .0146 65 .0222 .0075 .0147 66 .0222 .0076 .0147 67 .0223 .0076 .0147 68 .0223 .0076 .0147 69 .0224 .0076 .0148 70 .0224 .0076 .0148 71 .0225 .0076 .0148 72 .0225 .0077 .0149 73 .0225 ;0077 .0149 74 .0226 .0077 .0149 75 .0226 .0077 .0149 76 .0227 .0077 .0150 77 .0227 .0077 .0150 78 .0228 .0077 .0150 79 .0228 .0078 .0151 80 .0229 .0078 .0151 81 .0229 .0078 .0151 82 .0230 .0078 .0152 83 .0230 .0078 .0152 84 .0231 .0078 .0152 85 .0231 .0079 .0153 86 .0232 .0079 .0153 87 .0232 .0079 .0153 88 .0233 .0079 .0154 89 .0233 .0079 .0154 90 .0234 .0079 .0154 91 .0234 .0080 .0155 92 .0235 .0080 .0155 93 .0235 .0080 .0155 94 .0236 .0080 .0156 95 .0236 .0080 .0156 96 .0231 .0079 .0153 97 .0238 .0081 .0157 98 .0239 .0081 .0158 99 .0240 .0082 .0158 100 .0241 .0082 .0159 101 .0242 .0082 .0160 102 .0243 .0083 .0161 103 .0244 .0083 .0161 104 .0246 .0084 .0162 105 .0247 .0084 .0163 106 .0248 .0084 .0164 . 107 .0249 .0085 .0164 108 .0251 .0085 .0165 109 .0252 .0086 .0166 110 .0253 .0086 .0167 111 .0254 .0087 .0168 112 .0256 .0087 .0169 113 .0257 .0087 .0170 114 .0259 .0088 .0171 115 .0260 .0088 .0172 116 .0262 .0089 .0173 117 .0263 .0089 .0174 118 .0265 .0090 .0175 119 .0266 .0090 .0176 1P( .0268 .0091 .0177 tGL .uG /t .wJL .V.64 123 .0273 .0093 .0180 f 124 .0274 .0093 .0181 125 .0276 .0094 .0182 126 .0278 .0094 .0183 S,S - . 127 .0280 .0095 .0185 (� 128 .0282 .0096 .0186 �Y 129 .0283 .0096 .0187 130 .0285 .0097 .0188 131 .0287 .0098 .0190 132 .0289 .0098 .0191 133 .0292 .0099 .0192 ,- 134 .0294 .0100 .0194 135 .0296 .0101 .0195 136 .0298 .0101 .0197 137 .0300 .0102 .0198 138 .0303 .0103 .0200 139 .0305 .0104 .0201 140 .0308 .0105 .0203 141 .0310 .0106 .0205 142 .0313 .0106 .0207 143 .0316 .0107 .0208 144 .0319 .0108 .0210 145 .0321 .0109 .0212 146 .0324 .0110 .0214 147 .0327 .0111 .0216 148 .0331 .0112 .0218 149 .0334 .0114 .0220 150 .0337 .0115 .0223 151 .0341 .0116 .0225 152 .0344 .0117 .0227 • 153 .0348 .0118 .0230 154 .0352 .0120 .0232 155 .0356 .0121 .0235 156 .0360 .0122 .0238 157 .0337 .0115 •0 158 .0341 .0116 .0225 199 .0346 .0118 .0229 160 .0351 .0119 .0232 161 .0357 .0121 .0235 162 .0362 .0123 .0239 163- .0368 .0125 .0243 164 .0374 .0127 .0247 165 .0380 .0129 .0251 166 .0387 .0132 .025 . 167 .0394 .0134 .0260 168 .0402 .0137 .0265 169 .0410 .0139 .0271 170 .0418 .0142 .0276 171 .0428 .0145 .0282 172 .0437 .0149 .0289 173 .0448 .0152 .0296 174 .0459 .0156 .0303 175 .0562 .0191 .0371 176 .0575 .0195 .0379 177 .0588 .0200 .0388 178 .0603 .0205 .0398 179 .0619 .0211 .0409 180 .0637 .0217 .0421 181 .0658 .0224 .0434 182 .0680 .0231 .0449 183 .0706 .0240 .0466 184 .0736 .0250 .0486 185 .0772 .0262 .0509 186 .0814 .0277 .0537 188 .0457 .0155 .0301 189 .0489 .0166 .0323 190 .0576 .01% .0380 n (°/1 191 .0672 •0228 .0443 �/ 192 .0927 .0315 .0612 I 193 .7670 .0342_ .7328 194 .1724 .0342 .1382 195 .1181 .0342 . 0839 196 .0775 .0264 .0512 197 .0635 .0216 .0419 198 .0528 .0179 .0348 199 .0814 .0277 .0537 200 .0772 .0262 .0509 r 201 .0736 .0250 .0486 202 .0706 .0240 .0466 203 .0680 .0231 .0449 204 .0658 .0224 .0434 205 .0637 .0217 .0421 206 .0619 .0211 .0409 207 .0603 .0205 .0398 208 .0588 .0200 .0388 209 .0575 .0195 .0379 210 .0562 .0191 .0371 211 .0459 .0156 .0303 212 .0448 .0152 .0296 213 .0437 .0149 .0289 214 .0428 .0145 .0282 215 .0418 .0142 .0276 216 .0410 .0139 .0271 217 .0402 .0137 .0265 218 .0394 .0134 .0260 219 .0387 .0132 .0255 220 .0380 .0129 . 0251 221 .0374 .0127 .0247 222 .0368 .0125 •.0243 223 .0362 .0123 .0239 224 .0357 .0121 .0235 225 .0351 .0119 .0232 226 .0346 .0118 .0229 227 .0341 .0116 .0225 228 .0337 .0115 .0222 229 .0360 .0122 .0238 230 .0356 .0121 .0235 231 .0352 .0120 .0232 232 .0348 .0118 .0230 233 .0344 .0117 .0227 234 .0341 .0116 .0225 235 .0337 .0115 .0223 236 .0334 .0114 .0220 237 .0331 .0112 .0218 238 .0327 .0111 .0216 239 .0324 .0110 .0214 240 .0321 .0109 .0212 241 .0319 .0108 .0210 242 .0316 .0107 .0208 243 .0313 .0106 .0207 P44 .0310 .0106 .0205 245 .0308 .0105 .0203 246 .0305 .0104 .0201 247 .0303 .0103 .0200 248 .0300 .0102 .0198 249 .0298 .0101 .0197 250 .0296 .0101 .0195 251 .0294 .0100 .0194 252 .0292 .0099 .0192 LVR . V LV 1 • W JV • V l J V 255 .0285 .0097 .0188 256 .0283 .0096 .0187 , c Arie 257 .0282 .0096 .0186 258 .0280 .0095 .0185 259 .0278 .0094 .0183 260 .0276 .0094 .0182 261 .0274 .0093 .0181 262 .0273 .0093 .0180 263 .0271 .0092 .0179 264 .0269 .0092 .0178 265 .0268 .0091 .0177 266 .0266 .0090 .0176 267 .0265 .0090 .0175 268 .0263 .0089 .0174 269 .0262 .0089 .0173 270 .0260 .0088 .0172 271 .0259 .0088 .0171 272 .0257 .0087 .0170 213 .0256 .0087 .0169 274 .0254 .0087 .0168 275 .0253 .0086 .0167 276 .0252 .0086 .0166 277 .0251 .0085 .0165 278 .0249 .0085 .0164 279 .0248 .0084 .0164 280 .0247 .0084 .0163 281 .0246 .0084 .0162 282 .0244 .0083 .0161 283 .0243 .0083 .0161 284 .0242 .0082 .0160 285 .0241 .0082 .0159 286 .0240 .0082 .0158 287 .0239 .0081 .0158 288 .0238 .0081 .0157 TOTAL SOIL -LOSS NQUE(ACRE -FEET) s 73.0288 TOTAL STORM RUNOFF VOLUE (ACRE -FEET) a 159.0687 g 6 c l ir/ • 0 24 -HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIMEMRS) YOUR E(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 .083 .0521 7.56 0 . .167 .2482 28.49 0 . .250 .4952 35.85 VG . .333 .7648 39.16 VG . . . . 417 1.0478 41.09 VQ . .500 1.3395 42.36 VQ .583 1.6372 43.22 V0 .667 1.9387 43.78 VG . 750 2.2423 44.07 VG . . .833 2.5477 44.34 VG .917 2.8536 44.42 VQ . 1.000 3.1600 44.49 WI 1.083 3.4668 44.55 VG 1.167 3.7741 44.62 VG . • 1.250 4.0819 44.69 .0 . . . 1.333 4.3903 44.77 .0 . 1.417 4.6991 44.84 .Q . • 1.500 5.0083 44.90 .0 1.583 5.3181 44.98 .0 . . . 1.667 5.6284 45.05 .0 . . 1.750 5.9391 45.13 .0 1.833 6.2504 45.20 .0 . . 1.917 6.5622 45.27 .0 . 2.000 6.8745 45.34 .Q . . . 2.083 7.1873 45.42 .Q . . • 2.167 7.5006 45.50 .0 . . 2.250 7.8144 45.57 .Q . • 2.333 8.1287 45.64 .QN . . 2.417 8.4436 45.71 .QV . . 2.5(X1 8.7590 45.80 .QV . . 2.583 9.0749 45.87 .QV . . 2.667 9.3913 45.94 .QV . . 2.750 9.7082 46.02 .QV . . 2.833 10.0257 46.10 .QV . . 2.917 10.3438 46.18 .QV . . 3.000 10.6623 46.26 . QV . . 3.083 10.9815 46.34 .QV . . . 3.167 11.3011 46.42 .QV . . . 3.250 11.6213 46.49 .QV . . . 3.333 11.9421 46.57 .0 V . . . 3.417 12.2634 46.66 .Q V . . . 3.500 12.5853 46.74 .Q V . . . 3.583 12.9078 46.82 .0 V . . . 3.667 13.2308 46.90 .0 V . • 3.750 13.5544 46.99 .0 V . . 3.833 13.8785 47.07 .0 V . . 3.917 14.2033 47.15 .0 V . . 4.000 14.5286 47.23 .0 V . . 4.1W 13.10V1 41.4V .I! 1 ��v 1.--/i 4.250 15.5080 47.49 .0 V . . . . 1 V" 4.333 15.8356 47.58 .Q V . 4.417 16.1639 47.67 .0 V . . Y 4.500 16.4928 47.75 .0 Y . . 4.583 16.8223 47.84 .0 Y . . 4.667 17.1523 47.93 .Q V . . 4.750 17.4830 48.01 .0 V . . 4.833 17.8143 48.10 .0 V . . • 4.917 18.1462 48.19 .0 V . • 5. 000 18.4788 48.29 . Q V . . 5.083 18.8119 48.38 .0 V . . 5.167 19.1457 48.47 . Q V . . 5.250 19.4802 48.56 .0 V . . 5.333 19.8152 48.65 .0 V . . 5.417 20.1510 48.75 .0 V . . 5.500 20.4873 48.84 .Q V . . 5.583 20.8243 48.93 .0 V . . 5.667 21.1620 49.03 .0 V . . 5.750 21.5003 49.12 .0 V . . 5.833 21.8393 49.22 .Q V . . 5.917 22.1790 49.32 .0 Y . . . 6.000 22.5193 49.42 .Q V . . 6.083 22. 8603 49.52 .0 V . . 6.167 23.2020 49.61 .0 V . . 6.250 23.5444 49.71 .0 V . . 6.333 23.8875 49.81 .0 V . . 6.417 24.2312 49.91 .Q V . . 6.500 24.5757 50.02 .0 V . . 6.583. 24.9209 50.12 .0 V . . 6.667 25.2667 50.22 .0 V . . 6.750 25.6133 50.32 .0 V . . 6.833 25.9606 50.43 .0 V . . 6.917 26.3087 50.54 .Q V . . 7.000 26.6575 50.64 .Q V . . 7.083 27.0069 50.75 .0 V . . 7.167 27.3572 50.85 .0 V . . 7.250 27.7082 50.96 .0 V . . 7.333 28.0599 51.07 .0 V . . 7.417 28.4124 51.18 .0 V . . 7. 510 28.7656 51.29 . Q V . . 7.583 29.1197 51.40 .0 V . . 7.667 29.4744 51.51 .9 V . . 7.750 29.8300 51.63 .0 V . . 7.833 30.1864 51.74 . Q V . . 7.917 30.5435 51.86 .Q V . . 8.000 30.8999 51.75 . Q V . . 8.083 31.2546 51.50 .0 V . . 8.167 31.6131 52.06 .0 V . . 8.250 31.9739 52.38 .0 V . . 8.33.E 32.3365 52.65 .0 V . . 8.417 32.7008 52.90 .0 V . . 8.500 33.0669 53.16 .0 V . . 8.583 33.4348 53.42 .0 V . . 8.667 33.8045 53.68 .0 V . . 8.750 34.1760 53.94 .0 V . . . 8.833 34.5493 54.20 . Q V . . 8.917 34.9244 54.47 .Q V . . 9.000 35.3014 54.74 .0 V . . 9.083 35.6804 55.03 .0 Y . . 9.167 36.0613 55.31 .0 V. . 9.250 36.4442 55.59 .0 V. . 9.333 36.8291 55.88 .0 V. . 9.417 37.2160 56.18 .0 V. . 9.500 37.6050 56.49 .0 V. . 9. bbl 38.3894 7. 11 .11 v. . 9.750 38.7849 57.43 .0 V. . . . �0 / a 9.833 39.1827 57.75 .g V. Ul . • , S- e .0 V. . . 9.917 39.5827 58.08 1 " 1 10.000 39.9850 58.42 .0 v • ,�/ 10.083 40.3897 58.n .0 Y . . 10.167 40.7969 59.12 .0 V . 10.250 41.2065 59.47 .0 V . 10.333 41.6186 59.84 .0 V . 10.417 42.0333 60.21 .0 V . 10.500 42.4506 60.59 .0 V . 10.583 42.8706 60.98 .0 V . 10.667 43.x 61.38 .9 V . 10.750 43.7189 61.79 .0 V . 10.833 44.1473 62.20 .61 .V . 10.917 44.5786 62.63 .0 .V . 11.000 45.0129 63.06 .9 .V . 11.083 45.4503 63.51 .0 .V . 11.167 45.84 , .3.96 .0 .V • 11.250 46.3345 64.43 .0 .V . 11.333 46.7815 64.91 .0 .V • 11.417 47.2319 65.40 .0 .V . • 11.500 47.6857 65.90 .0 .V . 11.583 48.1431 66.41 .0 . Y . 11.667 48.6042 66.94 .0 . V . 11.750 49.0689 67.48 .0 . V . 11.833 49.5375 68.04 .9 . V . 11.917 50.0101 68.62 .0 . V . • 12.000 50.4867 69.20 .0 . V . . 12.083 50.9675 69.81 .0 . V . 12.167 51.4526 70.43 . Q . V . 12.250 51.9421 71.08 . Q . V . 12.333 52.4362 71.74 . 0 . V . 12.417 52.9350 72.43 . 0 . Y . 12.500 53.4387 73.14 . Q . V . 12.583 53.9475 73.87 . 0 . V . . 12.667 54.4614 74.62 . 0 . V . . 12.750 54.9807 75.40 . Q . V . . 12.833 55.5056 76.21 . 0 . V . 12.917 56.0363 77.05 . 0 . V . 13.000 56.5729 77.92 . 0 . V . 13.083 57.1085 77.77 . 0 . Y . . 13.167 57.6305 75.79 . 0 . V . . 13.250 58.1523 75.76 . 0 V . 13.333 58.6781 76.34 . 0 V . 13.417 59.2095 77.16 . 0 V . 13.500 59.7475 78.13 . Q v . 13.583 60.2930 79.20 . Q . V . 13.667 60.8466 80.38 . Q . V . 13.750 61.4089 81.65 . 0 V . 13.833 61.9 1.: nr . 0 V . . . 13.917 62.5621 84.45 . Q V . 14.000 63.1542 85.98 . 0 Y . 14.083 63.7575 87.60 . Q Y . . 14.167 64.3727 89.32 . 0 V . . 14.250 65.0004 91.15 . Q . V . • 14.333 65.6417 93.11 . 0 V . . 14.417 66.2973 95.19 . Q V . . 14.500 66.9683 97.44 . 0 V . . 14.583 67.6797 103.29 . 0 Y . . 14.667 68.4742 115.36 . 0 V . . 14.750 69.3103 121.40 . Q Y . . 14.833 70.1765 125.78 . Q Y . . 14.917 71.0704 129.79 . 0 V . . 15.000 71.9918 133.79 . 0 V . . IQ. AD! l J. 7W7 17Q. 1. • u • . • • • • 15.250 74.9374 147.30 . Q Y . . 15.333 75.9899 152.83 . 0 V. . • , [ '' , u 0 /1--, 15.417 77.0855 159.08 . Q V. . 15.500 78.2316 166.42 . Q V. 1 ( D 5.583 79.3237 158.57 . 0 . V. . 15.667 80.1631 121.88 . 0 V • • 15.750 80.9431 113.27 . 0 . V 15.833 81.7388 115.53 . 0 V 15.917 82.6127 126.89 . 9 . V . 16.000 83.6363 148.62 . 0 .V . 16.083 87.5331 565.82 . 0 . V 16.167 96.5147 1304.13 . . Y 0 • 16.250 101.3821 706.74 . . 0 V . 16.333 104.4062 439.10 . . Q V • • 16.417 106.4829 301.53 . e . . Y . . 16.500 108.0637 229.54 . Q . . V . . 16.583 109.4065 194.98 . 0 . . V . • 16.667 110.7669 197.2 . 0 . . V . . 16.750 112.0193 181.85 . g . V . 16.833 113.2257 175.17 . Q . V 16.917 114.3189 158.74 . 0 . V . • 17.000 115.3698 152.59 . Q . Y. • 17.083 116.3862 147.58 . 0 . V. • 17.167 117.3731 143.29 . 0 . V. • 17.250 118.3317 139.19 . 0 . V. 17.333 119.2655 135.59 . 0 . V. • 17.417 120.1748 132.03 . 0 . V • 17.500 121.0618 128.79 . 0 . V • 17.583 121.9046 122.38 . Q . V • 17.667 122.6626 110.05 . Q . V 17.750 123.3794 104.09 . Q . . . V 17.833 124.0693 100.17 . 0 . .V . 17.917 124.7377 97.05 . Q . . . V • 18.000 125.3877 94.38 . 0 . .V • 18.083 126.0216 92.04 • 0 . . .V • 18.167 126.6411 89.95 . 0 . .V 18.250 127.2479 88.10 . 0 . . .V • 18.333 127.8427 86.36 . 0 . . . V . 18.417 128.4267 84.81 . 0 . . . V . 18.500 129.0007 83.34 . Q . . . V • 18.583 129.5650 81.94 . 0 . . . V • 18.667 130.1202 80.62 . 0 . . V • 18.750 130.6668 79.36 . 0 . . V . 18.833 131.2051 78.16 . 0 . . V • 18.917 131.7355 77.02 . 0 . . V . 19.000 132.2584 75.92 . 0 . . V . 19.083 132.7813 75.93 . 0 . . V . 19.167 133.3175 77.85 . Q . . V . 19.250 133.8541 77.92 0 . . V . 19.333 134.3876 77.46 Q . • V 19.417 134.9168 76.85 . 0 . . V • 19.500 135.4414 76.17 . 0 . . V . 19.583 135.9611 75.46 . 0 . . V . 19.667 136.4758 74.74 . 0 . . V . 19.750 136.9855 74.01 . 0 . . Y . 19.833 137.4904 73.30 . 0 . . V . 19.917 137.9903 72.59 . 0 . . V . 20.000 138.4855 71.90 . 0 . . V . 20.083 138.9760 71.23 . 0 . . V . 20.167 139.4621 70.58 . Q . V . 20.250 139.9439 69.95 .0 . V . 20.333 140.4215 69.34 .0 . . V . 20.417 140.8950 68.75 .0 . . V . 20.500 141.3645 68.17 .0 . V . 20.667 142.2920 67.06 .0 . . . V el/ 20.750 142.7502 66.53 .Q . • V . 20.833 143.2049 66.01 .0 • V . 1./t ` y 20.917 143.6560 65.51 .0 J 21.000 144.1038 65.02 .0 V • v 21.083 144.5483 64.54 .0 . - . Y • 21.167 144.9895 64.07 .0 . • Y 21.250 145.4276 63.61 .0 . . Y • 21.333 145.8626 63.16 .0 . . V • 21.417 146.2946 62.73 .0 . • • Y • 21.500 146.7237 62.30 .0 . . . Y • 21.583 147.1499 61.88 .0 . . V • 21. 147.5732 61.47 .0 . . Y 21.750 147.9938 61.07 .0 . V • 21.833 148.4118 60.68 .0 . Y 21.917 148.8271 60.30 .0 . . . V • 22.000 149.2398 59.92 .0 . . . Y 22.083 149.6499 59.56 .0 . . . V • 22.1A7 150.0576 59.20 .0 . . . Y • 22.250 150.4629 58.84 .0 . . Y • 22.333 150.8658 58.50 .0 . . . V 22.417 151.2663 58.16 .0 . . Y 22. 500 151.6646 57.83 .0 . V • 22.583 152.0606 57.50 .0 . . . V • 22.667 152.4544 57.18 .0 . . . Y . 22.750 152.8460 56.86 .0 . Y . 22.833 153.2355 56.55 .0 Y . 22.917 153.6229 56.25 .0 . . V . 23.000 154.0082 55.95 .0 . . . Y 23.083 154.3916 55.66 .0 . . . V • 23.166 154.7729 55.37 .0 . . • V • 23.250 155.1523 55.09 .0 Y. 23.333 155.5298 54.81 .0 . . . V. 23.416 155.9053 54.53 .0 . . . Y. 23.500 156.2791 54.27 .0 . • V. 23.583 156.6510 54.00 .0 . . V. 23.666 157.0211 53.74 .0 . . . V. 23.750 157.3895 53.49 .0 . . . V. 23. 83 4 157.7561 53.23 .0 . . . V. 23.916 158.1210 52.98 .0 . . . V. 24.000 158.4841 2.73 .0 . . V. 24.083 158.7838 43.51 .0 . . Y. 24.166 158.9110 18.47 0 . . Y. 24.250 158.9776 9.67 0 . . . V. 24.333 159.0172 5.76 0 . Y. 24.416 159.0414 3.51 0 . V. 24.500 159.0556 2.07 0 . . V. 24.583 159.0633 1.11 0 . . V. 24.666 159.0669 .52 0 . . V. 24.750 159.0686 .25 Q . V. rnwc�. g / — • 1JI1 . A—.. L . c / CAL V r C sc- R f i c1) ENGINEER: F - M. AA I) tr / y'Z 70-124 1. Enter the length of the longest watercourse (feet) 75 at...)' 2. Enter the length along the longest watershed watercourse measured from the point of concentration upstream to a point opposite the centroid of the watershed area (feet) `ZGV s 3. Enter the difference in elevation between the most remote point in the watershed and the point of concentration (feet) 7 4. Enter the SBC basin factor P. 0 3 0 S. Enter the watershed area (acres) 2 7G 6. Enter baseflow (cfs /square mile) 0.0 7. Enter SBC 5 -Graph proportions (decimal) Valley 1. 0 Foothill Mountain a Desert 8. Enter adjusted loss rate (inch/hour) 9. Enter low loss rate percentage (decimal) e • �' 10. Enter watershed area - averaged 5-minute point rainfall (inches) * 9 . 77 Enter watershed area - averaged 30- minute point rainfall (inches)* 1.3 0 Enter watershed area - averaged 1-hour point rainfall (inches)* / , G / Enter watershed area - averaged 3 - hour point rainfall (inches) * 3 . ?i Enter watershed area - averaged 6 -hour point rainfall (inches) * ' Enter watershed area - averaged 24 -hour point rainfall (inches)* /O./ 11. Enter 24 -hour storm unit interval (minutes) S *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY SYNTHETIC UNIT HYDROGRAPH HYDROLOGY MANUAL INFORMATION FORM E — 34 FIGURE E- 10 l /112 UNIT - HYDROGRAPH ANALYSIS (((((((((((((((((((((((( l(((((((((((( 0)))))) ))) )))))))))))))))))))))))))))) (C) Copyright 1983 Advanced Engineering Software IAESI Especially prepared fors J.P. KAPP & ASSOCIATES, INC. (((((((((( l(((((((((((((((((((((((((( O))) ))))) >))) )>)> » > ))) > )))))))) » ) **H******DESCRIPTION OF RESIT * HUNTER'S RIDGE 'SPLIT SYSTEM UPPER PORTION' + * 100 YEAR STORM °UNDEVELOOPED' * * t WATERCOURSE LENGTH = 7300.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 2300.000 FEET • ELEVATION VARIATION ALONG WATERCOURSE = 780.000 FEET MANNIt' FRICTION FACTOR ALONG WATERCOURSE _ .030 WATERSHED AREA = 276.000 ACRES WATERCOURSE 'LAG* TIME _ .178 HOURS UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 46.767 HYDROGRAPH BASEFLOW = 0.000 CFS MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ .660 LOW SOIL -LOSS RATE PERCENTAGE(DECIMAL) _ .590 VALLEY S- GRAPH - SELECTED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .77 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH) = 1.30 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.61 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.20 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.60 SPECIFIED PEAK 24 -FOUR RAINFALL(INCH)= 10.10 *HYDR06RAPH MODEL 81 SPECIFIED* PRECINIIWI ..,,. DUCTION FACTORS: 5- MINUTE FACTOR = .996 30-MINUTE FACTOR = .996 1-HOUR FACTOR = .998 3-HOUR FACTOR = .999 6-HOUR FACTOR = .999 24 -HOUR FACTOR = .999 ((((((((((((((((((((((((((((((((((((( 0))))) ))))))) >))))) )))))))))))))) ))))) Advanced Engineering Software EMS) SERIAL No. A00781 REV. 1.5 RELEASE DATE: 4/20/83 UNIT HYDRO6RAPH DETERMINATION 13 is INTERVAL 'S' GRAPH UNIT HYDR06RAPH J '‘ NUMBER MEAN VALUES ORDINATESICFS) 1 5.528 184.526 2 28.935 781.278 3 57.799 963.462 4 72.039 475.306 5 79.187 238.598 6 84.096 163.854 7 87.691 119.981 8 90.445 91.945 9 92.535 69.741 10 94.110 52.596 11 95.514 46.843 12 96.627 37.145 13 97.520 29.815 14 98.238 23.971 15 98.781 18.133 16 99.281 16.689 17 99.781 16.689 18 100.000 7.302 S 3 1)3 0 P WIT MIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL UMBER) (INDOS) (INDES) (INCHS) 1 .0199 .0117 .0082 2 .0199 .0118 .0082 3 .0200 .0118 .0082 4 .0200 .0118 .0082 5 .0200 .0118 .0082 6 .0201 .0118 .0082 7 .0201 .0119 .0082 8 .0201 .0119 .0083 9 .0201 .0119 .0083 10 .0202 .0119 .0083 11 .0202 .0119 .0083 12 .0202 .0119 .0083 13 .0203 .0120 .0083 14 - .0203 .0120 .0083 15 .0203 .0120 .0083 16 .0204 .0120 .0084 17 .0204 .0120 .0084 18 .0204 .0121 .0084 19 .0205 .0121 .0084 20 .0205 .0121 .0084 21 .0205 .0121 .0084 22 .0206 .0121 .0084 23 .0206 .0122 .0084 24 .0206 .0122 .0085 25 .0207 .0122 .0085 26 .0207 .0122 .0085 27 .0207 .0122 .0085 28 .0208 .0123 .0085 29 .0208 .0123 .0085 30 .0208 .0123 .0085 31 .0209 .0123 .0086 32 .0209 .0123 .0086 33 .0210 .0124 .0086 34 .0210 .0124 .0086 35 .0210 .0124 .0086 7C M111 M 7R M10C 38 .0211 .0125 .0087 39 .0212 .0125 .0087 40 .0212 .0125 .0087 41 .0212 .0125 .0087 S ► S • t, Y 42 .0213 .0126 .0087 43 .0213 .0126 .0087 ,) t J ► 44 .0214 .0126 .0088 V 45 .0214 .0126 .0088 46 .0214 .0126 .0088 47 .0215 .0127 .0088 48 .0215 .0127 .0088 49 .0215 .0127 .0088 50 .0216 .0127 .0088 51 .0216 .0128 .0089 52 .0217 .0128 .0089 53 .0217 .0128 .0089 54 .0217 .0128 .0089 55 .0218 .0129 .0089 56 .0218 .0129 .0089 57 .0219 .0129 .0090 58 .0219 .0129 .0090 59 .0219 .0129 .0090 60 .0220 .0130 .0090 61 .0220 .0130 .0090 62 .0221 .0130 .0090 63 .0221 .0130 .0091 64 .0222 .0131 .0091 65 .0222 .0131 .0091 66 .0222 .0131 .0091 67 .0223 .0131 .0091 , 68 .0223 .0132 .0092 69 .0224 .0132 .0092 70 .0224 .0132 .0092 71 .0225 .0133 .0092 72 .0225 .0133 .0092 73 .0225 .0133 .0092 74 .0226 .0133 .0093 75 .0226 .0134 .0093 76 .0227 .0134 .0093 77 .0227 .0134 .0093 78 .0228 .0134 .0093 79 .0228 .0135 .0094 80 .0229 .0135 .0094 81 .0229 .0135 .0094 82 .0230 .0136 .0094 83 .0230 .0136 .0094 84 .0231 .0136 .0095 85 .0231 .0136 .0095 86 . 0232 .0137 .0095 87 .0232 .0137 .0095 88 .0233 .0137 .0095 89 .0233 .0138 .0096 90 .0234 .0138 .0096 91 .0234 .0138 .0096 92 .0235 .0138 .0096 93 .0235 .0139 .0096 94 .0236 .0139 .0097 95 .0236 .0139 .0097 96 .0231 .0136 .0095 97 .0238 .0140 .0097 98 .0239 .0141 .0098 99 .0240 .0141 .0098 100 .0241 .0142 .0099 101 .0242 .0143 .0099 MP _A941 _0144 • 31100 • 104 .0246 .0145 .0101 105 .0247 .0146 .0101 106 .0248 .0146 .0102 ° � ... 1 .0249 .0147 .0102 Q ' J p 5/)) 18 .0251 .0148 .0103 J ` 109 .0252 .0149 .0103 rr11 �, 110 .0253 .0149 .0104 V 111 .0254 .0150 .0104 112 .0256 .0151 .0105 113 .0257 .0152 .0105 114 .0259 .0153 .0106 115 .0260 .0153 .0107 116 .0262 .0154 .0107 117 .0263 .0155 .0108 118 .0265 .0156 • .0108 119 .0266 .0157 .0109 120 .0268 .0158 .0110 121 .0269 .0159 .0110 122 .0271 .0160 .0111 123 .0273 .0161 .0112 124 .0274 .0162 .0112 125 .0276 .0163 .0113 126 .0278 .0164 .0114 127 .0280 .0165 .0115 128 .0282 .0166 .0115 129 .0283 .0167 .0116 130 .0285 .0168 .0117 131 .0287 .0170 .0118 132 .0289 .0171 .0119 133 .0292 .0172 .0120 134 .0294 .0173 .0120 135 .0296 .0175 .0121 136 .0298 .0176 .0122 137 .0300 .0177 .0123 138 .0303 .0179 .0124 139 .0305 .0180 .0125 140 .0308 .0182 .0126 141 .0310 .0183 .0127 142 .0313 .0185 .0128 143 .0316 .0186 .0129 144 .0319 .0188 .0131 145 .0321 .0190 .0132 ' 146 .0324 .0191 .0133 147 .0327 .0193 .0134 148 .0331 .0195 .0136 149 .0334 .0197 .0137 150 .0337 .0199 .0138 151 .0341 .0201 .0140 152 .0344 .0203 .0141 153 .0348 .0205 .0143 154 .0352 .0208 .0144 155 .0356 .0210 .0146 156 .0360 .0213 .0148 157 :0337 .0199 .0138 158 .0341 .0201 .0140 159 .0346 .0204 .0142 160 .0351 .0207 .0144 161 .0357 .0210 .0146 162 .0362 .0214 .0148 163 .0368 .0217 .0151 164 .0374 .0221 .0153 165 .0380 .0224 .0156 166 .0387 .0228 .0159 167 .0394 .0233 .0162 ico nem A077 .A1A5 170 .0418 .0247 .0172 171 .0428 .0252 .0175 172 .0437 m .0258 .0179 173 .0448 .0264 .0184 J , S 13 (14r111)N Y 174 .0459 .0271 .0188 �1 175 .0562 .0332 .0230 0 r V t . 176 .0575 .0339 .0236 177 .0588 .0347 .0241 178 .0603 .0356 .0247 179 .0619 .0365 .0254 180 .0637 .0376 .0261 181 .0658 .0388 .0270 182 .0680 .0401 .0279 183 .0706 .0417 .0290 184 .0736 .0434 .0302 185 .0772 .0455 .0316 186 .0814 .0480 .0334 187 .0428 .0253 .0176 188 .0457 .0270 .0187 189 .0489 .0288 .0200 190 .0576 .0340 .0236 191 .0672 .0396 .0275 192 .0927 .0547 .0380 193 .7670 .0550 .7120 194 .1724 .0550 .1174 195 .1181 .0550 .0631 196 .0775 .0458 .0318 197 .0635 .0375 .0261 198 .0528 .0311 .0216 199 .0814 .0480 .0334 200 .0772 .0455 .0316 201 .0736 .0434 .0302 202 .0706 .0417 .0290 203 .0680 .0401 .0279 204 .0658 .0388 .0270 205 .0637 .0376 .0261 206 .0619 .0365 .0254 207 .0603 .0356 .0247 208 .0588 .0347 .0241 209 .0575 .0339 .0236 210 .0562 .0332 .0230 211 .0459 .0271 .0188 212 .0448 .0264 .0184 213 .0437 .0258 .0179 214 .0428 .0252 .0175 215 .0418 .0247 .0172 216 .0410 .0242 .0168 217 .0402 .0237 .0165 218 .0394 .0233 .0162 219 .0387 .0228 .0159 220 .0380 .0224 .0156 221 .0374 .0221 .0153 222 .0368 .0217 .0151 223 .0362 .0214 .0148 224 .0357 .0210 .0146 225 .0351 .0207 .0144 226 .0346 .0204 .0142 • 227 .0341 .0201 .0140 228 .0337 .0199 .0138 229 .0360 .0213 .0148 230 .0356 .0210 .0146 231 .0352 .0208 .0144 232 .0348 .0205 - .0143 233 .0344 .0203 .0141 234 .0341 .0201 .0140 da■ .uss4 .wyr .U14i 237 .0331 .0195 .0136 238 .0327 .0193 .0134 7/ 239 .0324 .0191 .0133 240 .0321 .0190 .0132 S, s 241 .0319 .0188 .0131 n 242 .0316 .0186 .0129 V r D 243 .0313 .0185 .0128 244 .0310 .0183 .0127 245 .0308 .0182 .0126 246 .0305 .0180 .0125 247 .0303 .0179 .0124 248 .0300 .0177 .0123 249 .0298 .0176 .0122 250 .0296 .0175 .0121 251 .0294 .0173 .0120 252 .0292 .0172 .0120 253 .0289 .0171 .0119 254 .0287 .0170 .0118 255 .0285 .0168 .0117 256 .0283 .0167 .0116 257 .0282 .0166 .0115 258 .0280 .0165 .0115 259 .0278 .0164 .0114 260 .0276 .0163 .0113 261 .0274 .0162 .0112 262 .0273 .0161 .0112 263 .0271 .0160 .0111 264 .0269 .0159 .0110 265 .0268 .0158 .0110 266 .0266 .0157 .0109 267 .0265 .0156 .0108 268 .0263 .0155 .0108 269 .0262 .0154 .0107 270 .0260 .0153 .0107 271 .0299 .0153 .0106 272 .0257 .0152 .0105 273 .0256 .0151 .0105 274 .0254 .0150 .0104 275 .0253 .0149 .0104 276 .0252 .0149 .0103 277 .0251 .0148 .0103 278 .0249 .0147 .0102 279 .0248 .0146 .0102 280 .0247 .0146 .0101 281 .0246 .0145 .0101 282 .0244 .0144 .0100 283 .0243 .0144 .0100 284 .0242 .0143 .0099 285 .0241 .0142 .0099 286 .0240 .0141 .0098 287 .0239 .0141 .0098 288 .0238 .0140 .0097 TOTAL SOIL -LOSS VOLUE(ACRE-FEET) = 126.4307 TOTAL STORM RUNOFF VOLUE(ACRE-FEET) = 105.6945 S,s ,3/ 3 v 1 9- 24 -HOUR STORM RUNOFF HYDRO6RAPH HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(TFS) 0. 225.0 450.0 675.0 900.0 .083 .0104 1.51 0 . . . .167 .0647 7.89 0 . . .250 .1732 15.76 0 . . .333 .3086 19.66 0 . . . .417 .4576 21.64 0 . . .500 .6161 23.01 VQ . . . .583 .7816 24.02 VQ . . .667 .9524 24.81 VQ . . .750 1.1275 25.42 VQ . . . .833 1.3058 25.89 VQ . . .917 1.4870 26.31 VQ . . . 1.000 1.6705 26.65 VO . . 1.083 1.8560 26.94 VQ . . 1.167 2.0432 27.17 VQ . . 1.250 2.2316 27.36 VQ . . . 1.333 2.4213 27.54 VQ . . 1.417 2.6123 27.73 VQ . . 1.500 2.8039 27.83 .0 . . 1.583 2.9959 27.87 .0 . . . 1.667 3.1881 27.91 .0 . . . 1.750 3.3807 27.96 .0 . . . 1.833 3.5736 28.01 .0 . . 1.917 3.7667 28.05 .0 . . . 2.000 3.9602 28.10 .0 . . 2.083 4.1540 28.14 .0 . . . 2.167 4.3482 28.19 .0 . . 2.250 4.5426 28.23 .0 . . -2.333 4.7374 28.28 .0 . . 2.417 4.9325 28.32 .0 . 2. CAA C. 1274 M. 77 . 13 - 2.667 5.5196 28.47 . QV . • 2.750 5.7160 28.51 . QV . • • 2.833 5.9127 28.56 . QV . . a «/�'}" 2.917 6.1098 28.61 .QV . . S _ U 3.000 6.3071 28.66 .QV . . • . (15 3.083 6.5048 28.71 .QV . . U , 0" 3.167 6.7029 28.76 .QV . 3.250 6.9012 28.8 .I71 . . 3 3.333 7.1000 28.85 •QV • . • . 3.417 7.2990 28.90 .QV . . 3.500 7.4984 28.95 . QV . 3.583 7.6982 29.00 .QV . 3.667 7.8983 29.05 .0V . 3.750 8.0987 29.11 .Q V . 3.833 8.2996 29.16 .Q V . . 3.917 8.5007 29.21 .0 V . 4.000 8.7022 29.26 .0 Y . . 4.083 8.9041 29.31 .Q V . . 4.167 9.1063 29.36 .Q V . . 4.250 9.3089 29.42 .Q V . 4.333 9.5119 29.47 .0 V 4.417 9.7152 29.52 .0 V . . 4.500 9.9 t; ` 29.58 •Q V . 4.583 10.1230 29.63 .0 V 4.667 10.3275 29.69 .0 V • 4.750 10.5323 29.74 .12 V . 4.833 10.7375 29.79 .Q V . . 4.917 10.9431 29.85 .61 V . . . 5.000 11.1490 29.91 Al V . . . 5.083 11.3554 29.96 .0 V . . . 5.167 11.5621 30.02 Al 4 . . 5.250 11.7693 30.08 . Q V . . . 5.333 11.9768 30.13 .12 V . 5.417 12.1847 30.19 .12 V . . . 5.500 12.3930 30.25 . Q V . . . 5.583 12.6017 30.31 .61 V . . . 5.667 12.8109 30.36 .12 V . • 5.750 13.0204 30.42 .Q V • 5.833 13.2303 30.48 .0 V . • 5.917 13.4407 30.54 .Q V . . 6.000 13.6514 30.60 .0 V . • 6.083 13.8626 30.66 .Q V . 6.167 14.0742 30.72 .12 V . 6.250 14.2862 30.79 .0 V . . 6.333 14.4986 30.85 .0 Y . • 6.417 14.7115 30.91 .Q V . . • 6.500 14.9248 30.97 .Q V . 6.583 15.1385 31.03 .0 V . . 6.667 15.3527 31.10 .0 V . 6.750 15.5673 31.16 .0 V . . . 6.833 15.7824 31.22 .0 V . . 6.917 15.9979 31.29 .12 V . 7.000 16.2138 31.36 .0 V . . 7.083 16.4302 31.42 .0 V . . . 7.167 16.6470 31.49 .0 V . . 7.250 16.8643 31.55 .12 V . . 7.333 17.0821 31.62 .0 V . . 7.417 17.3003 31.69 .0 V . . 7.500 17.5190 31.75 .0 V . 7.583 17.7382 31.82 .0 V . 7.667 17.9578 31.89 .0 V . . 7.750 18.1780 31.96 .9 Y . . 7.833 18.3986 32.03 .Q V . . . . 7.917 18.6197 32.10 .0 V . . 8.000 18.8409 32.13 .Q V . . . _ _._ _ -__ _ 8.167 19.2829 32.11 .Q V . . . 8.250 19.5055 32.33 .Q V . . 8.333 19.7294 32.50 . Q V . S • S . 11 C 8.417 19.9542 32.66 .0 V . 111&11j 8.500 20.1802 32.80 .Q V . . i /3 8.583 20.4071 32.95 .0 V . . ,1 / V 8.667 20.6352 33.11 .Q V . . V 8.750 20.8642 33.26 .Q V . . 8.833 21.0944 33.42 .0 V . . 8.917 21.3257 33.58 .0 V . . 9.000 21.5581 33.74 .0 V . . 9.083 21.7916 33.91 .0 V . . 9.167 22.0264 34.08 .0 V V. . 9.250 22.2623 34.26 .Q V V. . 9.333 22.4994 34.43 .0 V . . 9.417 22.7378 34.61 .0 V . . 9.500 22.9775 34.80 .0 V Y. . . 9.583 23.2185 34.99 .0 V Y. . . 9.667 23.4607 35.18 .Q V . . . 9.750 23.7043 35.37 .0 V . . 9.833 23.9492 35.56 .0 V. 9.917 24.1955 35.76 .0 V. . 10.000 24.4432 35.97 .0 V. 10.083 24.6924 36.18 .0 V. . 10.167 24.9430 36.39 .Q V. 10.250 25.1951 36.60 .0 V. . • 10.333 25.4487 36.83 .0 V. 10.417 25.7039 37.05 .0 V. 10.500 25.9606 37.28 .0 V. 10.583 26.2190 37.51 .0 V. . 10.667 26.4790 37.75 .2 V . 10.750 26.7407 38.00 .Q V 10.833 27.0041 38.25 .0 V 10.917 27.2692 38.50 .0 V 11.000 27.5362 38.76 .0 V 11.083 27.8050 39.03 .0 V . • 11.167 28.0757 39.30 .0 V . 11.250 28.3483 39.58 .0 V . 11.333 28.6229 39.87 .0 V . 11.417 28.8995 40.16 .0 V . . • 11.500 29.1781 40.46 .Q .V . . 11.583 29.4589 40.77 .Q .V . 11.667 29.7419 41.09 .Q .V . 11.750 30.0271 41.41 .0 .V . 11.833 30.3146 41.74 .0 .V . . 11.917 30.6045 42.09 .0 . . . 12.000 30.8967 42.44 .0 .V . 12.083 31.1915 42.80 .0 .1/ . . 12.167 31.4888 43.17 .0 .V . 12.250 31.7888 43.55 .0 . V . . 12.333 32.0914 43.95 .0 . V . . 12.417 32.3969 44.36 .0 . V . . 12.500 32.7053 44.78 .0 . V . . 12.583 33.0166 45.21 . Q . V . . 12.667 33.3311 45.66 . Q . V . . 12.750 33.6487 46.12 . Q . V . . 12.833 33.9696 46.60 . Q . V . . 12.917 34.2939 47.09 . Q . V . . 13.000 34.6218 47.60 . Q . V . . 13.083 34.9518 47.92 . Q . V . . 13.167 35.2796 47.59 . Q . V . . 13.250 35.6037 47.07 . Q . V . . 13.334. 35.9283 47.13 . Q . V 13.417 36.2554 47.49 . Q . V . . 13.500 36.5857 47.96 . 0 . 11 . • . 14. bb7 37. [583 4. 13 . Y V 13.750 37.6013 49.81 . Q . V . UL qt9 13.833 37.9495 50.55 . 9 V . . . S , 13.917 38.3030 51.33 • Q • V . . 7 K! 14.000 38.6623 52.17 . 9 . V . 14.083 39.0278 53.07 . 9 . V . • . 14.167 39.3999 54.03 . 0 V . . 14.250 39.7791 55.06 . Q • V . . 14.333 40.1658 56.15 . 9 V . 14.417 40.5606 57.32 . 0 V • 14.500 40.9640 58.58 . Q V • 14.583 41.3815 60.63 . Q V . 14.667 41.8291 64.98 . 0 V . 14.750 42.3119 70.10 • Q V . . 14.833 42.8181 73.51 . 9 Y • . 14.917 43.3427 76.16 . Q Y • . 15.000 43.8846 78.69 . Q Y . . 15.083 44.4441 81.24 . Q . Y . • 15.167 45.0218 83.90 . Q . V . . • 15.250 45.6192 86.74 . Q V . . 15.333 46.2379 89.83 . 0 V . . 15.417 46.8805 93.31 . 0 . V . . 15.50* 47.'.'.04 97.26 . Q Y . . 15.583 48.2291 98.55 . Q . V . . 15.667 48.8469 89.70 . 9 V . . 15.750 49.3805 77.48 . 0 Y . • 15.833 49.8898 73.96 . 0 V . . 15.917 50.4161 76.41 • 0 . V. 16.000 50.9934 83.83 . Q V. . 16.083 2.5151 220.95 • Q. V. • 16.167 56.9909 649.89 . .V Q . . 16.250 62.7116 . . V Q . 16.333 66.3830 533.10 • . Q V • 16.417 68.6942 335.58 . . 0 . V . 16.500 70.3775 244.42 . 9 V . • 16.583 71.7163 194.38 . 9 • V . . 16.667 72.8968 171.41 . 0 . . V . . 16.750 73.9920 159.03 . Q . V . . 16.833 74.9933 145.38 • 0 • V . . 16.917 75.9396 137.41 . 0 . . Y • . 17.000 76.8179 127.52 . Q . . V. . 17.083 77.6390 119.23 . Q . . V. . 17.167 78.4106 112.04 . 0 V. . 17.250 79.1343 105.08 . 0 . . V. . 17.333 79.8310 101.17 . Q . . V . 17.417 80.5107 98.69 . 0 . V . 17.5(0 81.1317 90.18 . Q . Y . 17.583 81.6951 81.80 • Q . . V • 17.667 82.2196 76.15 . Q .Y . 17.750 82.7054 70.55 • 0 . •V . 17.833 83.1678 67.14 • 0 . .V . 17.917 83.6140 64.79 • Q . .V . 18.000 84.0461 62.74 • Q . .V . 18.083 84.4653 60.86 • 0 . .9 . 18.167 84.8730 59.19 . Q . . . Y . 18.250 85.2703 57.70 . 0 . . . V . 18.333 85.6584 56.34 . 0 . . . Y . 18.417 86.0377 55.08 . Q . . .Y . 18.500 86.4091 53.92 . 0 . . V • 18.583 86.7730 52.84 • 0 . • 18.667 87.1301 51.84 • 0 . • V . 18.750 87.4807 50.91 . 0 . . . V . 18.833 87.8252 50.02 . Q . . . V • 18.917 88.1639 49.18 . Q . . Y . tg. (tt1A AA. 4973 48.41 . V . ly. U. 00lJ 41. yl . W W U v 19.167 89.1587 48.12 . 0 . • V • 19.250 89.4932 48. 58 . 0 . . . V 1 19.333 89.8273 48.50 . 0 . . . V 19.417 90.1591 48.18 . 0 • • • V • I 19.500 90.4884 , 47.80 . 0 . . V 19.583 90.8148 47.40 . 0 • . V S i S . 19.667 91.1383 46.98 . 0 . . . V • 19.750 91.4589 46.55 . Q . . . V . 19.833 91.7765 46.12 . 0 . . • V • 19.917 92.0913 45.70 . 0 . . . V • 20.000 92.4032 45.29 . 0 . V . 20.083 92.7123 44.88 .Q . . V • 20.167 93.0187 44. .12 . . V 20.250 93.3223 44.09 .0 . Y . 20.333 93.6234 43.71 .0 . . V • 20.417 93.9218 43.34 .0 . V • 20.500 94.2178 42.97 .0 . . V . 20.583 94.5112 42.60 .0 . . V • 20.667 94.8022 42.25 .0 . . V • 20.750 95.0907 41.90 .0 . . V • 20.833 95.3770 41.56 .Q . . . V • 20.917 95.6610 41.24 .0 . . V . 21.000 95.9428 40.92 .Q . . V • 21.083 96.2224 40.60 .0 . . Y • 21.167 96.4999 40.30 .0 . . V 21.250 96.7754 40.00 .0 . V . 21.333 97.0489 39.71 .12 . Y • 21.417 97.3205 39.43 .0 . . V • 21.500 97.5901 39.15 .61 . V • 21.583 97.8579 38.88 .0 . . V 21.667 98.1239 38.62 .0 . . . V . 21.750 98.3881 38.36 .Q . . V 21.833 98.6506 38.11 .12 . V . 21.917 98.9113 37.86 .0 . V . 22.000 99.1704 37.62 .0 . V . 22.083 99.4279 37.38 .Q . V • 22.167 99.6838 37.15 .12 . V • 22.250 99.9381 36.93 .0 . . V • 22.333 100.1909 36.70 .0 V • 22.417 100.4421 36.48 .0 . V • 22.500 100.6919 36.27 .0 . V . 22.583 100.9403 36.06 .0 . V . 22.667 101.1872 35.86 .Q . . V 22. 750 101.4328 35.65 .0 . . V . 22.833 101.6770 35.46 .Q . . V . . 22.917 101.9198 35.26 .0 . V . 23.000 102.1614 35.07 .Q . V • 23.083 102.4016 34.88 .Q . Y . 23.166 102.6406 34.70 .Q . V . 23.250 102.8783 34.52 .0 . V . 23.333 103.1148 34.34 .0 . V. 23.416 103.3500 34.16 .0 . V. 23.500 103.5841 33.99 .0 . V. 23.583 103.8171 33.82 .0 V. 23.666 104.0489 33.66 .0 . V. 23.750 104.2795 33.49 .Q . . V. 23.833 104.5091 33.33 .0 . . V. 23.916 104.7375 33.17 .0 . V. 24.000 104.9649 33.01 .0 . . V. 24.083 105.1789 31.07 .0 . . V. 24.166 105.3397 23.35 .0 . . V. 24.250 105.4354 13.90 0 . V. 24.333 105.4990 9.23 0 . V. 24.416 105.5463 6.87 0 . . V. 24.50A 1 AS. 5R24 5.25 0 . _ V- 24.583 105.6104 4.06 0 . . V. 24.66 105.6320 3.15 0 . V. 24.750 105.6490 2.46 Q . V. Ulli)jd 13/ 24.833 105.6623 1.94 Q . . V. - t 24.916 105.6725 1.47 Q . y. 25. 0(X1 105.1 1.11 0 . . • V. , 0 25.083 105.6857 .81 0 . . V. 0 25.166 105.6896 .58 0 . . V. 25.250 105.6924 .40 0 . . V. 25.333 105.6940 .23 0 . V. 25.416 105.6945 .07 Q . V APPENDIX C APPENDIX C — Alternate *3 — "Retention Basin in SCE R /W" EXHIBIT C — Alternate *3 — "Retention Basin in SCE R /W" TABLE 3 — Cost Estimate CALCULATIONS • Rational Method 25 Year Storms Exhibit F "Retention Basin in SCE R /W" .. )));\ \..i)::)//a___.y:...:iii7ie L_____,- J \1 4 j ), 1- if --) . i' } - \---,_. 1- , 1 \ \\\,\-,' ,J) ' - - ' , ).. , ,___- rl ■rr', - , - : -,/ ._ ------ r -- r 7 - 2 , - : 1 s-- i ' _.-1\i" , li "--> , --- '7' ) ,-/,,----- ,)\,.:;•/--,_„ - -__.-,7-/: - , r i c l,\ ) ) ( :;,.,:--., . 9 -- ? (__ : . :) , - - , _. t, i___ ' / IA, ,,\.._ .,, . cal 1 ir- . , ) w "- ''.%.' fir , ��`�.. - 6r' -' ...---• , t' ' 5'2,,,1 F illiti. --- 4: ...___• ..'''...!-! t''''-' / � Atl.,, c is, --A-% ..-____._ '',' 4' 7,.: i-' , s �_ 51,�. _ —� :'_ ,,era.' : • lit a I Alci . . il '` off. ; ,fir Y NII " ' .47 :,....„.,_„_, _,/ - i . ::".' I �/ 81 ��'..s� �{tt!'. . 1 111 �,lr� A � ' � l �►2 litl' r If --,.., l i `,( ., _ Alt. 3 / Storm Drain / Ret. Basin in SCE R/W �.RKAR,AlOOAY►INC. E±XHIBIT C __.--='.7--- - - - - Hunters Ridge ANNIN, CALIFORNIA MVO • (7144 730•STAF N, ‘X-"1.0 r i A SPECIFIC PLAN PREPARED FOR THE CITY OF FONTANA TABLE 3 ALTERNATE *3 "RETENTION BASIN IN SCE R /W" ITEM QUANTITY UNIT PRICE TOTAL 1. 24 Inch RCP 100 /LF 5 48 /FT. $ 4,800 2. 33 Inch RCP 4000 /LF $ 66 /EA. 5264,000 3. 42 Inch RCP 3050 /LF 5 90 /LF 5274,500 4. 48 Inch RCP 950 /LF $ 100 /LF 5104,500 5. 51 Inch RCP 1900 /LF $ 115 /LF 5218, 500 6. 63 Inch RCP 2000 /LF 5 160 /LF 5320,000 7. 66 Inch RCP 2200 /LF 5 175/LF $385,000 8. 81 Inch RCP 1700 /LF $ 200 /LF 5340,000 9. 90 Inch RCP 1480 /LF 5 250 /LF 5370,000 10. 96 Inch RCP 150 /LF $ 275/LF 5 41,250 11. Manholes 41 /EA. 53850/EA. $157,850 12. Junction Structure 10 /EA. 52500 /EA. 5 25,000 13. Catch Basins 38 /EA. 54000 /EA. 5152,000 14. Outlet Structure 1 /EA. 520000 /EA. 5 20,000 15. Retention Basin Earth Removal 38610 CU. YD. $ 3/CU.YD. 5115, 830 16. Summit Ave. Crossing 600 SQ.FT. $ 12/SQ.FT. 5 7,200 Subtotal 52, 800, 430 17. Engineering, Surveying, Fee's @ 15% 5420,065 18. Contingency @ 10/ 5280,043 Total 53, 500, 538 i ! .. .. .. .. _ r 1 I 1 11 11 11 II 11 I I II I I STUDY NAME: k i a - r T / o " V /KJ SGe IL A , / P7/ Es S/ ' O I CALCt1ATED BY: - 7 1- '" 1 I I W/o / 7 rirrtvim . 1 CHECKED BY: I I 1 25.0 YEAR STORM 1-HOUR RAINFALL(inch)= 1.37;INTENSITY SLOPE _ .700 I PAGE NUMBER / OF 3 I II [ADVANCED ENGINEERING SOFTWARE] 1 I I COICENTRATIONISOILIDEV.I AREA 1 I I C 1 0 I 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS 1 I I POINT NUIIBERITYPEITYPEI(ACRES)Iin /hI I(SUB)1 TOTALIft /ftl .Ifps.l ft.INin.1 ■in.l AND NOTES I it I - I -I I -1 -I 1 1 1 I - I - I - 1 1 I I I I - 1 -I 1111 1 1 1-1111 I I I 1 = I -I I - -I -I I 1.42861 I 1 7001 8.71 -----1 INITIAL SUBAREA( 1 I I 1.001 1 I 9 1 7.815.311.7321 30.31 I 1 I- I- I- I 8.71 1 I I I - 1 -I I- I -I I 30.31.12001 street110.2110001 1.61 I*Qavg= 48.3cfsl 1 I 1 36.ft STREET( 1 1 I I I I I I I I I I IDn= .45 W= 14.51 I l flcw f ! 1 1 1 1 1 1 1 I 1 1 1 X -fall= .020001 1 I I 2.001 1 I 8 1 10.514.721.7301 36.21 I 1 I -I -I -I 10.31 1 11 I - I -I I -I -I I 66.51.08461 street112.2113001 2.01 IfQavg= 85.9cfsl 1 1 l 36.ft STREETI I 1 I I I I 1 1 1 I 1 I IDn= .55 W= 18.01 I I flow to PT. #I I 1 I I I 1 1 I 1 I I 1 1 X -fall= .020001 1 I I 3.001 1 I 8 1 12.914.171.7141 38.41 1 I I- I -f -1 12.31 1 I I 4.001 1 1 8 1 26.414.171.7141 78.71 1 1 I- I -I -1 12.31 1 1 1- 1 -I 1 183.61.131210= 33.'136.7116001 .71 In =.0130 Dn= 2.21 1 I I 5.001 1 1 5 1 35.314.011.7711109.11 I I I- I -I 13.01 1 I I I -I -I I- I- I 1 292.71.089310= 42. "135.6114001 .71 1n =.0130 Dn= 2.81 1 1 1 6.001 1 1 5 1 21.013.871.7691 62.51 1 I 1 -f - 1 -I 13.61 1 I -I -I 1 355.21.063210= 48. '132.71 9501 .51 In =.0130 Dn= 3.21 1 i I- I- I 1 355.21.050010 51.'130.31 7001 .41 In =.0130 Dn= 3.31 1 I I 8.001 1 1 5 1 47.213.711.7651133.91 1 1 I -1 -I -I 14.51 1 1 I -I- I 1 489.11.033310= 63.'128.3112001 .71 In =.0130 Dn= 3.91 1 I I 9.001 1 I 7 I 12.313.591.7101 31.31 I 1 1 -I -I -I 15.21 I I I 9.001 1 I 1 I 10.013.591.8321 29.81 I I I- I -I - -I 15.21 I I I 9.001 1 I 9 I 11.013.591.6751 26.61 I 1 I- I- I -1 15.21 1 I- I- I-1 576.81.056211:P 60.'135.71 8001 .41 1n=.0130 DTI= 3.81 1 i t I -I -I 1 -I -1 I I - -1 I -I -I -I I 1 I I 9.001 1 1 194.413.521 I 1 576.81 I I I I 1 15.61 Stream Summary' 1 I I I -I -I I -I -I I 1 1 I - I - I - I 1 1 I- I -I I 1.08801 I 11000110.91 (INITIAL SUBAREA( 1 I I 14.001 1 1 6 1 14.014.531.7671 48.71 1 I . I I 1 - 1 10.91 I I I 15.001 1 1 4 1 15.214.531.8011 55.21 1 1 I -I -I -I 10.91 I I- I -I -----I 103.91.07141 street110.11 7001 1.21 I*Oavg= 103.9cfsl I I 1 48.ft STREET( 1 1 I 1 I I I I I I I I IDn= .60 W= 22.31 I I I flow to PT. #I I 1 I 1 I I I I I 1 I I 1 X -fall= .020001 1 I I 15.001 1 I 5 I 0.014.221.7761 0.01 I I - - - -- I - -- I -- I - ---I 12.01 I I I I 16.001 1 1 4 I 22.014.221.7981 74.11 I I - - - -- I - - -- I- I----I 12.01 11 I I - - -- -1 1 f *DEVELOPMENT TYPES: 1=COM, 2APT, 3 *, 44OND0, 5 (1 /4 -AC), 6 (1 /2-AC) SOIL TYPES: 1 A, 24, 3 C, 4=D, * I I * 7= SF (1-AC),8=SF(2.5- AC),9=UNDEV(P00R COV),10=UMDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5- SPECIFIED COEFFICIENT* 1 r 4 -- - - - --- ____ -- 4--+ ■ 1 V I :I 11 11 II 11 11 1 II I 1t I I I I STUDY NA €: R�'1=9417lo.v ins S 'mow! 009 tor S/ 069 CALCILATED BY: 1." '" I I I 1 rthloto7 re-e...3fE=W ltJ . I CHECKED BY: I I I 25.0 YEAR STORM 1 -HOUR RAINFALL(inchl= 1.37;INTENSITY SLOPE = .700 I PAGE NUMBER Z OF 5 I II [ADVANCED ENGINEERING SOFTWARE] 1 I I CONCENTRATIONISOILIDEV.I AREA I I I C 1 11 1 0 ISLOPEISECTIONI V IPATHI T I Tc I HYDRAULICS I I I POINT NUMBERITYPEITYPEI(ACRES)lin /hI I(SUB)I TOTAL1ft /ftl Ifps.I ft. I min. I ■in.I AND NOTES 1 II I - I -1 I -I -I 11 I I -I -1 -I I I I I I - I -1 - -I -1- I 1 178.01.034310= 42.'122.0I 3501 .31 In =.0130 Dn= 2.71 1 I- I 1 -1 -1 1 178.01.003310= 66.'1 9.3115001 2.71 In=.0130 Dn= 4.11 1 I I 1 - I - I- I -I -I I i 1 I - I - I - I I I I I Cbn, , .6 TC#2= 15.0 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I I I LARGEST I I I ANALYSIS 1 0 #1= 576.8 0#2= 178.0 0#3= 0.0 0#4= 0.0 0#5= 0.01 I I I CONFLUENCE 1 1 I I FOR POINT# 1 I #1= 3.52 I#2= 3.62 I #3= 0.00 I #4= 0.00 I#5= 0.001 1 I I 0= 750.2 I I I 9.001 01 = 750.2 02 = 733.4 03 = 0.0 04 = 0.0 05 = 0.01 -I -I I t 1 • 11 I -I 1111 I I 1 -I 1 I I I I I I -I -I 1 -I -I 1 750.21.06361D= 66.'140.31 5501 .21 In =.0130 Dn= 4.01 1 I I 11.001 1 I 5 I 21.713.491.7601 57.51 I I I -I -I -I 15.81 1 I I 11.001 1 I 4 I 11.013.491.7871 30.21 I 1 I----I ----I -I 15.81 1 I I 11.001 1 I 3 I 6.613.491.8051 18.51 I I I -I----I ----I 15.81 I I I I -I -1 I -I -I 1 856.41.024010= 81.'128.6110001 .61 In=.0130 Dn= 5.31 1 I I I -I - I -I -I I I 1 1 -I -I -I I I I I 11.001 I 1 284.913.401 I 1 856.41 I 1 1 1 1 16.41 Stream Sumraryl 1 11 -I -I -I I -I -I I I I I -I -I -I I I I I I -I -1 I -I I 1.03501 1 11200113.11 (INITIAL SUBAREA( 1 F... I I 17.001 1 I 5 1 16.013.981.7711 49.11 I I I -1 -I -I 13.11 11 I i I - -I -I I - I -I 1 49.11.03141 street l 7.61 7001 1.81 I*Oavg= 71.4cfsl 1 I 1 48.ft STREETI I 1 I 1 I I I I 1 I 1 1 IDn= .62 0 23.01 I I flow to PT. #I I 1 1 I 1 I 1 1 1 1 I 1 I X -fall= .020001 I I 17.001 1 I 5 1 16.013.641.7641 44.51 I I I -I - I- 1 14.91 1 1 I I 11.001 1 I 4 1 14.813.641.7901 42.61 I I l -I- 1 -I 14.91 1 1 ( I I 11.001 1 1 1 1 5.313.641.8331 16.11 1 I I -1 - I 14.91 1 I I I I -I -I I -1 -I 1152.31.02321D= 42.'118.1I 9501 .91 In =.0130 Dn= 2.9 1 I I I - I 1111 I - -1 11111 1 I I CONFLUENCE I TC #1= 16.4 TC#2= 15.7 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 I 1 I LARGEST 1 I 1 ANALYSIS 10#1= 856.4 0#2= 152.3 0#3= 0.0 0#4= 0.0 0#5= 0.01 I I 1 CONFLUENCE 1 I I FOR POINT# I I #1= 3.40 I#2= 3.50 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I 1 0=1004.5 1 I I 1 11.001 01 = 1004.5 02 = 974.9 03 = 0.0 04 = 0.0 05 = 0.01 ----I - I - -- I 1 1 1 1- I- I---- -I -I -I I I---- I-- - -I - -I I 1 I 1 1 I I -1 - I 1 - I- I 11004.51.010010 = 42.'111}91 11 .01 In=.0130 Dn= 2.91 I 1- 1- 1-- I --- - I -I - -I I--- I-- 1---- I - I - I - I I - 1 I 1 111.001 I I 337.013.401 1 11004.51 I I 1 I 1 16.41 Stream Summary) 1 1 1 I 1 1 I I I I I 1 1 1 I I 1 1 1 I 1 --- - 1 1 ' I *DEVELOPMENT TYPES: 1 COM,2= PT,3 41, 44:ONDO ,5 /4- AC),6= SF(1 /2 SOIL TYPES:141,2=8,3 1 1 * 7= SF( 1- AC),8 AC),9=UNDEV(POOR COV),10=JNDEV(FAIR COV),11=UNDEV(000D COV) 0,5=SPECIFIED COEFFICIENT* 1 I( 1 V 11 1 11 11 11 11 11 I1 1 1 u-" I I I I SIU; , '' 2E7f 7i /_ /N 54 <e" - / gI s i CALCULATED 8Y: 1 I I I 4Ji yery 7 7&K'7?of' I CHECKED BY: 1 I I I 25.0 YEAR STORM 1 -HOUR RAINFALLtinch)= 1.37;INTENSITY SLOPE = .700 1 PAGE NUMBER 3 OF l 1 II [ADVANCED ENGINEERING SOFTWARE] 11 . i I CONCENTRATIONISOILIDEV.I AREA 1 I I C 1 0 1 0 ISLOPEISECTIONI V IPATHI T I Tc 1 HYDRAULICS 11 I I POINT NUMBERITYPEITYPEI(ACRES)lin /hl I(SUB)1 TOTALIft /fti Ifps.l ft.Imin.1 min.I AND NOTES 1 l I - I -I I -1 -1 I I I 11111 1 1 II I - 1 -I 1 -1 -1 I I I 11111 11 I - I -I -I I -1 -I I 1.01671 I 11200115.21 (INITIAL SUBAREA I I I 18.001 1 I 5 1 20.713.591.7621 56.71 I 1 I -I -I ----I 15.21 1 I I- 1- I -I -I I 56.71.004510= 42.'I 7.81 9001 1.91 In =.0130 Dn= 2.5 1 I I- I -I 1 I I 1 I 1 1 -I -I -1 I 11 i I CONFLUENCE 1 TC#1= 16.4 TC#2= 17.1 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 I I LARGEST i I I 1 ANALYSIS 10#1= 1004.5 0#2= 56.7 0#3= 0.0 0#4= 0.0 0#5= 0.01 1 1 I CONFLUENCE 1 1 I I FOR POINT# 1 I #1= 3.40 I#2= 3.30 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I I 0 1058.8 I I I I 111.001 01 = 1058.8 02 = 1031.9 03 = 0.0 04 = 0.0 05 = 0.01 -1-1 1 1 1 I I- 1 - 1 -1 1 -1 -I I I 1 1 -1 1 I 1 I I - 1 -I -I 11058.81.021210= 90.'128.81 8001 .51 In=.0130 Dn= 5.8 I I I 13.001 1 1 5 1 45.913.341.7561115.71 I 1 I -I -I----I 16.91 1 l - I -I -I 11174.51.027910 = 90.'132.91 6801 .31 In=.0130 Dn= 5.6 1 II I -I -I 1111 I I 11111 11 I I 13.001 1 1 403.613.291 I 11174.51 I I I I 1 17.21 Stream Summary l I II 1 -I -I 1 -I -1 1 1 I 1 -1 -I -1 1 11 - 1 -1 -1 I -I -I I 1.02001 I 11500116.01 (INITIAL SUBAREA( 1 11 26.001 1 I 5 1 21.213.461.7591 55.71 I 1 I -I -I -I 16.01 1 I 1 - 1 -1 -1 -------1 ----I -I I 55.71.016710= 33.'112.8112001 1.61 In=.0130 Dr= 1.9 1 11 I - 1 -1 I - I - 1 1 1 1 1 -I -I I 11 I I CONFLUENCE 1 TC #1= 17.2 TC#2= 17.6 TC #3= 0.0 TC#4= 0.0 TC#5= 0.01 1 1 I LARGEST I I I I ANALYSIS 10#1 =1- 174.5 0#2= 55.7 0#3= 0.0 0#4= 0.0 0#5= 0.01 1 1 I CONFLUENCE 1 I I I FOR POINT# 1 I #1= 3.29 I#2= 3.24 I #3= 0.00 I#4= 0.00 I#5= 0.001 I I I 0= 1229.0 11 I I 13.001 01 = 1229.0 02 = 1213.0 03 = 0.0 04 = 0.0 05 = 0.0I -1 -I 1 I 1 I I I - 1 -1 1 -1-- -I I I 1 1 -1 1 1 1 1 1 I I I - -1 I - I - I 11229.01.020010= 96.'129.21 1501 .11 In=.0130 Dn= 6.2 1 I I I - 1 -1 I- I -1 - -I I 1 I -I - I -I 1 1 I I I 100.001 I 1 424.813.241 1 11229.01 1 I I 1 1 17.31 Stream Summary 11 I -I I -I ---I I I 1 I -I -I -I 1 I I I I I 1 I I 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 I 1 I I 1 I 1 I 1 I 1 1 1 i t I 1 1 I 1 I 1 I 1 1 1 1 I 1 1 1 11 1 I I 1 1 1 1 1 1 1 1 1 I I 1 1 1 I 1 I I 1 1 1 1 1 1 1 I I I 1 1 1 1 I 1 I I 1 I 1 I I 1 I 1 I 1 1 1 1 I - -- - - - - -- -- 1 I I 'DEVELOPMENT TYPES: 1=COM, 2-4PT, 3= IH, 4=COND0 ,5- -SF(1 /4- AC),6=SF(1 /2-AC) SOIL TYPES:1 U,2=B,3,4 =D, 1 1 +7=SF(1- C),8=SF(2.5- AC),9=UNDEV(POOR COV),10=UNDEV(FAIR COV),11=UNDEV(6000 COV) 0,5- - SPECIFIED COEFFICIENT 1 • - - - - -- $ 4 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SBC) 1983 HYDROLOGY MANUAL ((C((((( ll( l(((((((((( l((((((( l(((((())))))) )))))))))))))))))) (C) Copyright 1982 Advanced Engineering Software [AES] Especially prepared for: J.P. KAPP & ASSOCIATES, INC. (((((((((((( l(((((( l(((( l(( ll(((( ll(())))))) )))))))))))))))))))))))))) . *********DESCRIPTION OF RESULTS ' HUNTER'S RIDGE 'RETENTION IN SCE R/W ,PIPE SIZES W/0 RETENTION' * * 25 YEAR STORM 'DEVELPOED' ff R USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.200 100 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.700 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH /HOUR) = 1.3716 SLOPE OF INTENSITY DURATION CURVE = .7000 SBC HYDROLOGY MANUAL 'C'- VALUES USED (((((((((((( l(((((((((((((((((((((((())))))) )))))))))))))))))))))))) Advanced Engineering Software [WS] SERIAL No. A00780 REV. 3.1 RELEASE DATE: 5/01/85 ((((((((((((((((( C(((( l((((((((((((((())))))) ))))))))))))))))))))))))))))) 44444 *4* **t FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LEN6TH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW - LENGTH = 700.00 UPSTREAM ELEVATION = 2640.00 DOWNSTREAM ELEVATION = 2340.00 ELEVATION DIFFERENCE = 300.00 TC = .533 *(( 700.00**3)/( 300.00)]**.2 = 8.670 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.313 SUBAREA RUNOFF(CFS) = 30.32 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 30.32 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2340.00 DOWNSTREAM ELEVATION = 2220.00 STREET LEN6TH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 48.26 STREET FLOWDEPTH(FEET) = .45 HALFSTREET FL00DWIDTH(FEET) = 14.50 AVERNGE FLOW VELOCITY(FEET /SEC.) = 10.53 PRODUCT OF DEPTH&VELOCITY = 4.72 STREETFLOW TRAVELTIME(MIN) = 1.58 TC(MIN) = 10.25 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.724 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7302 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 36.22 SUMMED AREA(ACRES) = 18.30 TOTAL RUNOFF(CFS) = 66.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 17.50 FLOW VELOCITY(FEET /SEC.) = 10.23 DEPTH*VELOCITY = 5.20 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 2220.00 DOWNSTREAM ELEVATION = 2110.00 STREET LEN6TH(FEET) = 1300.00 CURB HEI6TH(INCHES) = 8. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 85.87 ***STREET FLOWING FULL STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.85 PRODUCT OF DEPTH&VELOCITY = 5.94 STREETFLOW TRAVELTIME(MIN) = 2.00 TC(MIN) = 12.25 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.171 SOIL CLASSIFICATION IS "A' SINGLE- FAMILY(2.5 -ACRE LOT) RUNOFF COEFFICIENT = .7143 AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 38.43 SUMMED AREA(ACRES) = 31.20 TOTAL RUNOFF(CFS) = 104.97 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 12.18 DEPTHWELOCITY = 6.91 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.171 SOIL CLASSIFICATION IS 'A' • TOTAL AREA(ACRES) = 57.60 TOTAL RUNOFF(CFS) = 183.62 TC(MIN) = 12.25 f FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( >))) >USIN6 COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 36.7 UPSTREAM NODE ELEVATION = 2110.00 DOWNSTREAM NODE ELEVATION = 1900.00 FLOWLENGTH(FEET) = 1600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1• PIPEFLOW THRU SUBAREA(CFS) = 183.62 TRAVEL TIME(MIN.) = .73 TC(MIN.) = 12.98 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8 >)> ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.006 SOIL CLASSIFICATION IS 'A' SINGLE - FAMILY() /4 ACRE LOT) RUNOFF COEFFICIENT = .7715 SUP.' SUBAREA RUNOFF(CFS) = 109.10 TOTAL AREA(ACRES) = 92.90 TOTAL RUNOFF(CFS) = 292.72 TC(MIN) = 12.98 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )) )))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE I5 33.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.6 UPStREAM NODE ELEVATION = 1900.00 DOWNSTREAM NODE ELEVATION = 1775.00 FLOWLENGTH(FEET) = 1400.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 . PIPEFLOW THRU SUBAREA(CFS) = 292.72 TRAVEL TIME(MIN.J = .66 TC(MIN.) = 13.63 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.870 SOIL CLASSIFICATION IS "A" SINGLE-FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7687 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 62.48 TOTAL AREA(ACRES) = 113.90 TOTAL RUNOFF(CFS) = 355.21 TC(MIN) = 13.63 FLOW PROCESS FRfIM Nnnr 5_ AA TIl NfU1F F_ AA TS fY1fF = 3 )))))USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 32.7 UPSTREAM NODE ELEVATION = 1775.00 DOWNSTREAM NODE ELEVATION = 1715.00 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 355.21 - TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 14.12 ++++++++++ ++++ FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 30.3 UPSI,:: 1715.00 DOWNSTREAM NODE ELEVATION = 1680.00 FLOWLEN6TH(FEET) = 700.00 MANNING N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 355.21 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 14.50 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.707 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7652 SUBAREA AREA(ACRES) = 47.20 SUBAREA RUNOFF(CFS) = 133.86 TOTAL AREA(ACRES) = 161.10 TOTAL RUNOFF(CFS) = 489.07 TLac FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.3 UPSTREAM NODE ELEVATION = 1680.00 DOWNSTREAM NODE ELEVATION = 1640.00 FLOWLEN6TH(FEET) = 1200.00 MANNING N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 489.07 TRAVEL TIME(MIN.) = .71 TC(MIN.) = 15.21 H++++++++++++++ FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.585 SOIL CLASSIFTrATTM TS "0" TOTAL AREA(ACRES) = 173.40 TOTAL RUNOFF(CFS) = 520.36 TC(MIN) = 15.21 ! ****f FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAT( FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.585 SOIL CLASSIFICATION IS °A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8325 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 29.85 TOTAL AREA(ACRES) = 183.40 TOTAL RUNOFF(CFS) = 550.21 TC(MIN) = 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 )>) ))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.585 S0U ! ATION I5 "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6746 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 26.60 TOTAL AREA(ACRES) = 194.40 TOTAL RUNOFF(CFS) = 576.81 TC(MIN) = 15.21 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))>)USIN6 COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 35.7 UPSTREAM NODE ELEVATION = 1640.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLEN6TH(FEET) = 800.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 576.81 TRAVEL TIME(MIN.) = .37 TC(MIN.) = 15.58 4 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 >)))DESISNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.58 RAINFALL INTENSITY (INCH. /HOUR) = 3.52 TOTAL STREAM AREA (ACRES) = 194.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 576.81 FLOW PROCESS FROM NODE 101.00 TO NODE 14.00 IS CODE = 2 ) ))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 1700.00 DOWNSTREAM ELEVATION = 1612.00 ELEVATION DIFFERENCE = 88.00 TC = .422*(( 1000.00++3)/( 88.00)3114.2 = 10.877 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.533 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /2 ACRE LOT) RUNOFF COEFFICIENT = .7667 SUBAREA RUNOFF(CFS) = 48.66 TOTAL AREA(ACRES) = 14.00 TOTAL RUNOFF(CFS) = 48.66 11ttttttttHHHEMIHHHI4114 44411114tttttttt4414 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.533 SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8014 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 55.22 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 103.88 TC(MIN) = 10.88 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1662.00 DOWNSTREAM ELEVATION = 1612.00 STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMAL) = .0200 SPEC ti;1 NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 t*TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 103.88 STREET FLOWDEPTH(FEET) = .60 HALFSTREET FLOODWIDTH(FEET) = 22.28 AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.08 PRODUCT OF DEPTHNVELOCITY = 6.09 STREETFLOW TRAVELTIME(MIN) = 1.16 TC(MIN) = 12.03 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.223 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7755 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 SUMMED AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 103.88 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOODWIDTH(FEET) = 22.28 FLOW VELOCITY(FEET /SEC.) = 10.08 DEPTH*VELOCITY = 6.09 HHHHHEICINHHIAHHHEIFHHHHHHHHHHHHI FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.223 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7979 SUBAREA AREA(ACRES) = 22.00 SUBAREA RUNOFF(CFS) = 74.13 TOTAL AREA(ACRES) = 51.20 TOTAL RUNOFF(CFS) = 178.00 TC(MIN) = 12.03 ??) ?)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USIN6 COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 22.0 UPSTREAM NODE ELEVATION = 1612.00 DOWNSTREAM NODE ELEVATION = 1600.00 FLOWLENGTH(FEET) = 350.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 178.00 TRAVEL TIME(MIN.) _ .26 TC(MIN.) = 12.30 FLOW PROCESS FROM NODE 16.00 TO NODE 9.00 IS CODE = 3 )))?)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ????)USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION = 1600.00 DOWNSTREAM NODE ELEVATION = 1595.00 FLOWLENSTH(FEET) = 1500.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 178.00 TRAVEL TIME(MIN.) = 2.70 TC(MIN.) = 15.00 *** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 )))) ?DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND CUTE VARIOUS COMFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.00 RAINFALL INTENSITY (INCH. /HOUR) = 3.62 TOTAL STREAM AREA (ACRES) = 51.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 178.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 576.81 15.58 3.525 2 178.00 15.00 3.620 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 750.16 733.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNS':. 750.16 TIME(MINUTES) = 15.580 TOTAL AREA(ACRES) = 245.60 HH-144414 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 )) ?))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ?))) ?USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( UPSTREAM NODE ELEVATION = 1595.00 DOWNSTREAM NODE ELEVATION = 1560.00 FLOWLEN6TH(FEET) = 550.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 750.16 TRAVEL TIME(MIN.) = .23 TC(MIN.) = 15.81 11.11H14 11444iHHHHHHHHHHH4HFIL4414+144HHH-14444141.+14-1444441H-11444444-1444 t4++++t +* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))) }ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(( {(( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.489 SOIL CLASSIFICATION IS 'A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7599 SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 57.54 TOTAL AREA(ACRES) = 267.30 TOTAL RUNOFF(CFS) = 807.69 TCIM r = 15.81 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( _ = 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.489 SOIL CLASSIFICATION IS "A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7869 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 30.20 TOTAL AREA(ACRES) = 278.30 TOTAL RUNOFF(CFS) = 837.89 TC(MIN) = 15.81 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8 )))) )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.489 SOIL CLASSIFICATION IS "A" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT= .8049 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 18.54 TOTAL AREA(ACRES) = 284.90 TOTAL RUNF(CFS) = 856.43 TC(MIN) = 15.81 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) >)USIN6 COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( ` DEPt. IN 81.0 INCH PIPE IS 63.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.6 UPSTREAM NODE ELEVATION = 1560.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLEN6TH(FEET) = 1000.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 856.43 TRAVEL TIME(MIN.) = .58 TC(MIN.) = 16.39 ) >)))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALLES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.39 RAINFALL INTENSITY (INCH. /HOUR) = 3.40 TOTAL STREAM AREA (ACRES) = 284.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 856.43 FLOW PROCESS FROM NODE 150.00 TO NODE 17.00 IS CODE = 2 )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SIDLE FAMILY (1/4 ACRE) TC = K +((LEN6TH**3) /(ELEVATION (7 )]++.2 INITIAL SUBAREA FLOW - LENGTH = 1200.00 UPSTREAM ELEVATION = 1600.00 DOWNSTREAM ELEVATION = 1558.00 ELEVATION DIFFERENCE = 42.00 TC = .3a.; +' '.00)]++.2 = 13.086 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.983 SOIL CLASSIFICATION IS 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7710 SUBAREA RUNOFF(CFS) = 49.13 TOTAL AREA(ACRES) = 16.00 TOTAL RUNOFF(CFS) = 49.13 ++++++++ +++++++++ ++ FLOW PROCESS FROM NODE 160.00 TO NODE 17.00 IS CODE = 6 )))))COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( UPSTREAM ELEVATION = 1580.00 DOWNSTREAM ELEVATION = 1558.00 STREET LENGTH(FEET) = 700.00 CURB HEI6TH(INCHES) = 8. STREET HALFWIDTH(FEET) = 24.00 STREET CROSSFALL(DECIMA_) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ++TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 71.44 STREET FLOWDEPTH(FEET) = .62 HALFSTREET FLOODWIDTH(FEET) = 22.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.54 PRODUCT OF DEPTH&VELOCITY = 4.04 STREETFLOW TRAVELTIME(MIN) = 1.78 TC(MIN) = 14.87 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.642 SOU ;AT10N IS 'A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7636 SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 44.49 SUMMED AREA(ACRES) = 32.00 TOTAL RUNOFF(CFS) = 93.63 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FL00DWIDTH(FEET) = 24.00 FLOW VELOCITY(FEET /SEC.) = 7.57 DEPTH+VELOCITY = 4.91 +++++++++ ++++ FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 ))}) >ADDITION OF SUBAREA TO MIAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.642 SOIL CLASSIFICATION IS 'A' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7895 SUBAREA AREA(ACRES) = 14.80 SUBAREA RUNOFF(CFS) = 42.55 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 8 )))))ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.642 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8327 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 16.07 TOTAL AREA(ACRES) = 52.10 TOTAL RUNOFF(CFS) = 152.25 TC(MIN) = 14.87 4444 FLOW PROCESS FROM NODE 17.00 TO NODE 11.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USIN6 COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.1 UPSTREAM NODE ELEVATION = 1558.00 DOWNSTREAM NODE ELEVATION = 1536.00 FLOWLEN6TH(FEET) = 950.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 152.25 TRAVEL TIME(MIN.) = .87 TC(MIN.) = 15.74 ********* FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 )))))DESIGNATE IMNT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( COM . .:NCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.74 RAINFALL INTENSITY (INCH. /HOUR) = 3.50 TOTAL STREAM AREA (ACRES) = 52.10 TUtaL STREAM RUNOFF(CFS) AT CONFLUENCE = 152.25 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 856.43 16.39 3.402 2 152.25 15.74 3.499 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMUIIA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLtENCED RUNOFF VALUES ARE AS FOLLOWS: 1004.45 974.88 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1004.45 TIME(MINUTES) = 16.391 TOTAL AREA(ACRES) = 337.00 .-f** *t** FLOW PROCESS FROM NODE 11.00 TO NODE 111.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))) >)USIN6 COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( PIPEFLOW VELOCITY(FEET /SEC.) = 119.3 UPSTREAM NODE ELEVATION = 1536.00 DOWNSTREAM NODE ELEVATION = 1535.99 FLOWLEN6TH(FEET) = .01 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1004.45 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 16.39 k+++Ott+14441t+* +t44t+ t1- 1H1**t +# *4-144 tttt*+tt*t4t**11- 11414* *444+144+144******** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 )))> )DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 16.39 RAINFALL INTENSITY (INCH. /HOUR) = 3.40 TOTAL STREAM AREA (ACRES) = 337.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1004.45 k+ ++++++++++++++++****IHHH44++++++++++++++ FLOW PROCESS FROM NODE 118.00 TO NODE 18.00 IS CODE = 2 ) ))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = Kt[(LENGTHt+3) /(ELEVATION CHANGE)]+t.2 INITIAL SUBAREA FLOW- LENGTH = 1200.00 UPSTREAM ELEVATION = 1560.00 DOWNSTREAM ELEVATION = 1540.00 ELEVATION DIFFERENCE = 20.00 TC = .393*[( 1200.00+}3)/( 20.00)]++.2 = 15.179 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.590 SOIL CLASSIFICATION IS 'A" SINGE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7624 SUBAREA RUNOFF(CFS) = 56.65 TOTAL AREA(ACRES) = 20.70 TOTAL RUNOFF(CFS) = 56.65 +f+ f+++++ ++f+++++++++f+HH+++++++++++++++ FLOW PROCESS FROM NODE 18.00 TO NODE 111.00 IS CODE = 3 )))) )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( ))>))USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.8 UFt� : ELEVATION = 1540.00 DOWNSTREAM NODE ELEVATION = 1535.99 FLDWLEN6TH(FEET) = 900.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 56.65 TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 17.10 ** **+++++mot+ ++++++#+++++++++tt++++++++++ FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 I5 CODE = 1 ))) ))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL STREAM AREA (ACRES) = 20.70 TOTAL STREAM RUNOFF(CFS) AT CIIPFLUENCE = 56.65 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1004.45 16.39 3.402 2 56.65 17.10 3.303 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FCC USED FOR 2 STREAMS. VARIOUS COIFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1058.77 1031.91 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1058.77 TIPE(MINUTES) = 16.391 TOTAL AREA(ACRES) = 357.70 FLOW PROCESS FROM NODE 111.00 TO NODE 12.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 90.0 INCH PIPE IS 69.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 28.8 UPSTREAM NODE ELEVATION = 1535.99 DOWNSTREAM NODE ELEVATION = 1519.00 FL(W:::.iTH(FEET) = 800.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1058.77 TRAVEL TIME(MIN.) = .46 TC(MIN.) = 16.85 fffffffff FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 )))) >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW((((( 25.00 YEAR RAINFALL INTENSITY(INCH /HOAR) = 3.336 SOIL CLASSIFICATION IS 'A' SINCE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7557 SUBAREA AREA(ACRES) = 45.90 SUBAREA RUNOFF(CFS) = 115.73 TOTAL AREA(ACRES) = 403.60 TOTAL RUNOFF(CFS) = 1174.50 TC(MIN) = 16.85 fii fffffffffff ffff FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 ))))/COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUITER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)((((( DEPTH OF FLOW IN 90.0 INCH PIPE IS 67.7 INCFES PIPEFLOW VELOCITY(FEET /SEC.) = 32.9 UPSTREAM NODE ELEVATION = 1519.00 DOMSTREAM NODE ELEVATION = 1500.00 FLOWLENGTH(FEET) = 680.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1174.50 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 17.20 )) >) }DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 17.20 RAINFALL INTENSITY (INCH. /HOUR) = 3.29 TOTAL STREAM AREA (ACRES) = 403.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1174.50 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 2 )))})RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: SINGLE FAMILY (1/4 ACRE) TC = 10((LENGTH**3) /(ELEVATION CHAN6E)]**.2 INITIAL SUBAREA FLOW - LENGTH = 1500.00 UPSTREAM ELEVATION = 1550.00 DOWNSTREAM ELEVATION = 1520.00 ELEVATION DIFFERENCE = 30.00 TC = .393 *(( 1500.00**3)/( 30.00)]**.2 = 16.002 25.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.460 . SOIL CLASSIFICATION I5 'A' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7591 SUBAREA RUNOFF(CFS) = 55.67 TOTAL AREA(ACRES) = 21.20 TOTAL RUNOFF(CFS) = 55.67 ****************** *U*********************** FLOW PROCESS FROM NODE 26.00 TO NODE 13.00 IS CODE = 3 ) })))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 33.0 INCH PIPE I5 22.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.8 UP:.:!: ION = 1520.00 DOWNSTREAM NODE ELEVATION = 1500.00 FLOWLENGTH(FEET) = 1200.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 55.67 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 17.56 ***** * *************** ***** *********t********* ******** ** ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((((( CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.56 RAINFALL INTENSITY (INCH. /HOUR) = 3.24 TOTAL STREAM AREA (ACRES) = 21.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 55.67 CONFLUENCE INFORMATION: S1kiF' TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1174.50 17.20 3.289 2 55.67 17.56 3.241 FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1229.01 1213.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNU: =S) = 1229.01 TIME(MINUTES) = 17.197 TOTAL AREA(ACRES) = 424.80 mot+* +*144 +14 ****- F**+iNF +t *U*IIJIH ttftitft#ihHHH1411-11.1444 FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 3 )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING COMPUTER- ESTIMATED PIPESIIE (NON - PRESSURE FLOW)((((( DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 29.2 UPSIr- ITION = 1500.00 DOWNSTREAM NODE ELEVATION = 1497.00 FLOWLEN6TH(FEET) = 150.00 MANNIN6S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1229.01 TRAVEL TIME(MIN.) _ .09 TC(MIN.) = 17.28 END OF RATIONAL METHOD ANALYSIS