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HomeMy WebLinkAboutHydrology (Jan.30,2001) HYDROLOGY AND HYDRAULICS STUDY P ASEO DEL SOL TENTATIVE TRACT MAP NOS. 24188-3 & 24188-F CITY OF TEMECULA . . . Prepared for: NEWLAND COMMUNITIES 27393 Ynez Road, Suite 253 Temecu1a, CA 92591 Tel (909) 694-5572 . Fax (909) 694-3612 DEAN R. MEYER Prepared By: The Keith Companies T1<.C THE KEITH COMPANIES, INC. Inland Empire Division 22690 Cactus Avenue, Suite 300 Moreno Valley, CA 92553 Tel (909) 653-0234 . Fax (909) 653-5308 January 30, 2001 \\KEITH0301INET _N\3 1614,OOO\docl04 r J9999Hydrology-REPORT.doc! 1 . November 6, 2000 Mr. Stuart McKibbin, P.E. R.C.F.C. & W.C.D. 1995 Market Street Riverside, CA 92501 RECEIVED JAN 3 0 2001 CITY OF TEMECULA ENGINEERING DEPARTMENT Re: The Meadows Line A Storm Drain, Stage 2 Project No. 7-0-0413-02 Tract Nos. 24187-1 and 24187-2 Account No. 137-0-3-0695 Response to Plan Check No. 1 Comments Dear Mr. McKibbin: This letter is in response to your Plan Check No. I letter dated June 13,2000 addressed to Mr. Ron Bradley at the City of Temecula. . Based on the results of the study requested during the Plan Check No.1, a storm drain extension is not needed to the existing wetlands. As mentioned during our telephone messages and conversation (wi George Lenfestey) on November 3, 2000, the direction of the project will be modified as follows: . In order to allow for the completion of Sunny Meadows Drive street improvements, we are proposing to construct the two catch basins on Sunny Meadows Drive (East of the intersection with Meadows Parkway) per the City of Temecula Drawing No. LD99-221CO approved on AprilS, 2000. . Weare commencing a study for a new storm drain to be constructed from the existing 60" storm drain along the Eastern portion of Meadows Parkway to Street "A", as shown in the proposed Tentative Tract Map No. 24188 (Amended No.4). The proposed local storm drain extension on Meadows Parkway, consisting of approximately 1100 If, will accept the developed runoff from TTM 24188 previously tributary to the wetland location. The proposed local storm drain in Meadows Parkway will further reduce the tributary area to the existing wetland location. An 18" storm drain lateral will be stubbed from the proposed local storm drain on Meadows Parkway to the wetland location (as a conservative measure). . N :\3 I 458.000\doc\2807 _ Meadows_SO _McKibbin_ Letter2.doc \ . Mr. Stuart McKibbin, P.E. R.C.F.e. & W.C.D. November 6, 2000 The following plans are being submitted to tile District in response to your Plan Check No. 1 request and per your comments during our August 24, 2000, meeting: 1. The Meadows Line A Storm Drain Improvement Plans, Tract Nos. 24187-1 and 24187-2 - Line "A", dated April 20, 2000, consisting of I sheet (with 1st check comments). 2. Tract Nos. 24187-1 and 24187-2, Paseo Del Sol Hydrology and Hydraulic Study, dated February 21, 2000, with I st check comments on Line A calculations. 3. Storm Drain Plans for Laterals "A-20a" and "A-20b" in Sunny Meadows Drive (City of Temecula Drawing No. LD99-221 CO approved on AprilS, 2000). 4. Hydrology Map for Tract Nos. 24187-1, -2, and -3 (final) dated March 14, 2000, as submitted to the City ofTemecula. 5. Hydrology Map for Vesting Tentative Tract No. 24188 dated February 28,1989. 6. Proposed Tentative Tract No. 24188 (Amended No.4). . 7. R.C.F.e. & W.e.D. photo map (dated June 8, 1982), with the entire tributary area to the proposed storm drain extension delineated at 400 scale. 8. Hydrologic calculations that support the flow rate discharge at the proposed inlet. The following are the Plan Check No. I comments with our response: I. The hydrology map has failed to show the boundaries of the tributary area with acreage as well as the existing contours with elevations at the proposed 60" RCP inlet location. Engineer's Response: . The hydrology map submitted was for onsite improvement reference. A Hydrology Map for Tract Nos. 24187-1, -2, and -3 (final) dated March 14, 2000, as submitted to the City of Temecula, shows the existing wetland topography as well as the following hydrology boundaries: Tract Nos. 24187-1, -2, and -3, existing local tributary boundary to the proposed storm drain extension, and developed tributary boundary per a Hydrology Map for Vesting Tentative Tract No. 24188 dated Feb. 28, 1989. Please note that the proposed developed area of the current Tentative Tract No. 24188 (Amended No.4) is no longer tributary to the proposed storm drain extension. The entire tributary area to the proposed storm drain extension is delineated on R.e.P.e.&W.e.D. photo map (dated June 8,1982) at 400 scale. Page 2of6 -z.. . Mr. Stuart McKibbin, P.E. R.C.F.e. & W.e.D. November 6, 2000 2. The hydrologic calculations that support the flow rate discharge at the proposed inlet should be submitted for review and approval. Engineer's Response: A Unit Hydrograph study has been prepared and is being submitted for review and approval. Although the tributary area to the proposed storm drain extension (172.9 Acres) is less than the desired 640 acres, the peak flowtate for the 100-year, 1 hour, storm obtained by the study is 319 cfs using an "n" factor of 0.025 and 302 cfs using an "n" factor of 0.030 compared to the 270 cfs shown on the approved storm drain improvement plans. The hydro graph, used to obtain the runoff volume generated by the above storm, yields 14.6 acre- feet tributary to the existing retention basin at the proposed storm drain extension. . An analysis of the existing retention volume has been performed based on the flown topography. The calculations prove that the existing retention volume below the pipe inlet is over twice the amount of runoff generated by a 100- year, I-hour storm. If no storm drain is constructed to the existing wetlands, over 100 acre-feet of water would be retained prior to the runoff overflowing into the street. As a further conservative measure, an 18" diameter pipe (in lieu of the excessively conservative 60" storm drain pipe) is proposed to drain any water that may reach the pipe invert. It should be noted that even if the retention volume is neglected by assuming that ilie basin is full on a 100-year event, the available volume of over 50 acre-feet with an 18" diameter outlet will detain the peak to well below the wetland overflow elevation. 3. A title cover sheet should be submitted and prepared based on the District's drafting manual to be added to the storm drain plan and profile sheet for the proposed storm drain. Engineer's Response: Per our August 24 meeting, and per previous direction, the proposed storm drain was to be part of the existing set, with the existing title sheet revised to show the addition of sheet no. l7a of 17. However, per the results obtained by the requested study, the 60" storm drain can be eliminated or reduced to a diameter less than 36", thereby classifying this line extension under local jurisdiction (City ofTemecula). . 4. Inspection and maintenance of the storm drain system to be built with this tract must be performed by either the City of Temecula or the Flood Control District. The engineer (owner) must request (in writing) that one of these agencies accept the proposed storm drain system. The request shall note the tract number, location, and briefly describe the system (sizes and lengths). Request to the District shall be addressed to David P. Zappe, Chief Engineer, Attn: Dusty Williams, Chief of Page 3 of6 :, . Mr. Stuart McKibbin, P.E. R.C.F.e. & W.e.D. November 6, 2000 Planning Division. If the District is willing to accept the system, an agreement between the owner and the District must be executed. A request to draw up an agreement must be sent to the District to the attention of Dale V. Anderson Engineer's Response: As stated above, due to the reduced storm drain diameter, an application for inspection and maintenance of the storm drain system to be built with this tract will be submitted to ilie City of Temecula. 5. A minimum flood control easement width equal to 25' is required for the maintenance of the proposed 60" storm drain. An additional easement is also required for maintenance access of the inlet. The storm drain plans have failed to address an adequate access ramp and turnaround area. Engineer's Response: A proper storm drain easement will be provided to the City of Temecula. . 6. If the proposed drainage system is to be owned and maintained by the District, three items must be accompanied prior to our approval of the plans and map. These three items are: 1) all right of way must be secured to the satisfaction of ilie District, 2) an agreement with the District must be executed, and 3) plans for the District maintained facility must be signed by the District's General Manager-Chief Engineer. The engineerldeveloper will need to submit proof of flood control facility bonds and a certificate of insurance to the District's Inspection section before a pre-construction meeting can be scheduled. Engineer's Response: The drainage system is no longer proposed to be owned and maintained by the District. 7. The WSPG hydraulic calculations for the proposed Line A Storm Drain, Stage 2, have failed to address the inlet entrance head loss. Please, also note that the stationing does not match the stationing on the plan view sheet. Please revise accordingly. Engineer's Response: . Since all of the 100-year flow is retained in the existing wetlands area, a WSPG is no longer needed. An 18" diameter pipe, sized based on maintenance requirements, is being extended to the wetland area as a conservative measure, as the design flow rate is zero. Page 4 of6 A. . Mr. Stuart McKibbin, P.E. R.C.F.C. & W.e.D. November 6, 2000 8. A portion of the proposed project is in a major waterway and may affect "water of the United States", "wetlands" or ')urisdictional streambeds"; therefore, A copy of appropriate correspondence and necessary permits from those government agencies from which approval is required by Federal or State law (such as Corps of Engineers 404 permit or Department of Fish and Game 1603 agreement) should be provided to ilie District prior to the final District approval ofthe project. Engineer's Response: The drainage system is no longer proposed to be owned and maintained by the District. 9. Offsite drainage facilities should be located within drainage easements obtained from affected property owners. Legal descriptions and a plat of the easement should be submitted to the District for review and approval prior to project approval. Engineer's Response: . The drainage system is no longer proposed to be owned and maintained by the District. 10. It should be noted that these comments are based on plans and data submitted, which may be lacking required information, are incorrect/incomplete or otherwise deficient in places. Additional comments from the District can be expected after plans have been resubmitted and further review has taken place. Engineer's Response: Additional relevant comments from ilie District are welcomed after further review has taken place. 11. Checked plans and calculations have been returned to the engineer for corrections. Additional review by the District is anticipated and will be performed upon resubmittal of plan by the engineer. The resubmittals should be stamped by the engineer and folded (9"x12") with the title block showing. Engineer's Response: Checked plans and calculations are being returned to the District for additional review and, upon approval, for District's file. . Page 5 of 6 5 Mr. Stuart McKibbin, P.E. R.C.F.e. & W.C.D. November 6, 2000 . 12. All comments, either written in red on plans, or contained in this letter, must be addressed or mutually resolved by the engineer and the plan checker, prior to resubmittal. Failure to do so will result in the plans being returned'to tile engineer, wi th no further action taken. Engineer's Response: All comments have been addressed or mutually resolved prior to re-submittal. 13. Revised improvement plans along with supporting hydrologic and hydraulic calculations should be submitted to the District for review prior to the issuance of building permits. The resubmittals should be stamped by tl1e engineer and folded (9"x12") with the title block showing. Engineer's Response: If required, revised improvement plans along with supporting hydrologic and hydraulic calculations will be submitted to the District for review prior to approval by ilie City of Temecula. . Thank you for your services. Should you have any questions, please do not hesitate to call me here directly at (909) 653-0620 ext. 257. Sincerely, THE KEITH COMPANIES, INC. Inland Empire Division -:::;-~~ Ned J. Araujo, P.E. Senior Project Engineer NJA:sms cc: Newland Communities Attn: Mr. Dean Meyer City of Temecula Attn: Mr. Bill Hughes . Page 6 of6 Co DAVID 1'. L\I'I'E l ;::::.:ral \ l;lll;I~":H__'hl\.'( Engil1t:.:r /~m~' /~.' .... ,\d~ (~i ... ~ ~ ~ C'~<-'y' .j.r!.~r.\i'O~ 1995 f\IARKET STRE~ RIVERSIDE. CA 9:5':: 909.955.1200 909.788.9965 FAX . 65879.1 RIYERSIDE COUNTY FLOOD CONTROL AND \\'A TER CONSERVATION DISTRICT December 7, 2000 Mr. Ron Parks, Deputy Director of Publio Works City ofTemecula 43200 Business Park Drive Temecula. CA 92590 Dear Mr. Parks: Ro' Tracts 24187-1 and 24187-2 Paseo del 5011 City ofTemecula Account No. 137-0-3-0695 (Improvement Plan Ck. #2) .."- . The following plans. prepared by The Keith Companies, have been submitted to the District for review: 1. City of Temecula Tracts 24187,1 and 14187-1, improvement plans for Laterals A-20a and A-lOb in Sunny Meadows Drive, Dwg. 1\0. LD99,llICO, dated April 5, 2000, consisting of 3 sheets, received by the District November 6, 1000. 2. 3. . 4. Proposed Tentative Tract ?'-io. 14188 (Amended No.4), consisting of I sheets received by the District November 6, 2000. City of Temecula-Paseo del Sol, hydrologic and hydraulic calculations, with revised hydrology map. dated March 4, 2000, received by the District November 6, 2000. Unit Hydrograph Analysis, dated October 30, 2000 and Retention Basin Flows to Existing Wetland Area with attachments, received by the District November 6. 2000. The plans have been reviewed and the proposed inlets meet District standards. The Flood Control District has no objection to thc issuance of appropriate permits. However, an encroachment permit is required from Riverside County Flood Control to connect Line A-20a and A-2Gb to the District's existing The Meadows Line A storm drain improvements. Contact Ed Lotz at 909.955.1266. After the permit is issued the District must be notified one week prior to construction. The City must ensure that the developer has obtained a National Pollutant Discharge Elimination System (NPDES) construction permit prior to the issuance of a grading permit. A full and final accounting of the plan check costs will be made to the applicant within 30 days of the date of this letter. Remaining deposits ofS5.00 or more \vill be refti~ded:to the applicant. Questions regarding this matter may be directed to Daisy Barreto of this office at 909.955.1269. Very trul:; t\GK V ~T E. MCKIBBIN Senior Civil Engineer ~ . DB:slj ,~or-:: ss I r, Y''' -'..1, .c\ (, Mer.--- '<7( /;/0'vV,-.:,O' , . ""0/ <,:, IitJ c, "'0 \(f( E,~Q t-?~~iJ:~ ~~NIN~oD \\J". v NGINEERING '~ ,~~'''c':':c?-- SURVEY/MAP - ,,-- 1 2 3 @ 5 c: The Keith CompanieslTKC Ann: Ned Araujo Ed Lotz Sandi Henry Initial GREEN BLUE RED 6 7 8 ,""',g(':.,." :")",F.. 1. . HYDROLOGY AND HYDRAULICS STUDY P ASEO DEL SOL TENTATIVE TRACT MAP NOS. 24188-3 & 24188-F CITY OF TEMECULA . . . Prepared for: NEWLAND COMMUNITIES 27393 Ynez Road, Suite 253 Temecu1a, CA 92591 Tel (909) 694-5572 . Fax (909) 694-3612 DEAN R. MEYER . Prepared By: The Keith Companies T1<.C THE KEITH COMPANIES, INC. Inland Empire Division 22690 Cactus Avenue, Suite 300 Moreno Valley, CA 92553 Tel (909) 653-0234 . Fax (909) 653-5308 . January 30, 2001 B \\KEITHOJ01\NET _N\3 J614.000ldoc\04119999Hydrology-REPORT.docll . TABLE OF CONTENTS SECTION PAGE A. Site Location Map ..................................................................................................................1 B. Storm Drain Schematic Map..................................................................................................2 e. Purpose of Study and Narrative .............................................................................................4 D. Hydrological Design Criteria................................................................................................. 5 APPENDICES Riverside County Flood Control & Water Conservation District Plates .................................... I · Hydrological Soils Group Map (Plate C-1.6l) · 2- Year, I-Hour Precipitation Isohyetals (Plate D-4.3) · 100 Year, I-Hour Precipitation Isohyetals (Plate D-4.4) . · 100-Year, 24-Hour Precipitation Isohyetals (plate E-5.6 with Correction Plate Dated 8123/85) · Slope ofIntensity Duration Curve (Plate D-4.6) 10- Y ear Rational Study................... ........................................................................................... II (For lines "A" & "B") 100- Year Rational Study. .................. ........ ................................................................................ III (For lines "A" & "B") Hydraulic Analysis wi Catch Basin Calculation Worksheets...................................................IV · Catch Basin Inlet Calculation Tables . Storm Drain HGL Hydrology Key Map .................................................................................................Back Pocket . \IKEITH030 I \NET ~N\31614.000\doc\04] 19999Hydrology-REPOR T.ooc II January 30, 2001 <\ ~........................ . San Diego Co. . m A REGIONAL MAP EXHIBIT A P-I w F'RoPOS€O '36" .so '-"Va: "A" I", MRACDWS P""'k'w,,",-y F(fiV~ Lll.U!: I. a" Sot) 'l'~ . TT 241811 CKIST. 60" 5D TT 24117 IT 2"'" TT 24115 TT 24113 TT 24182 -:a=-- 1200' PALOMA DEL SOL, EAST Tract 24181 Storm Drain Schematic - B-1 P-2 \\ . . . C. PURPOSE OF STUD Y AND NARRA TIVE This report includes ilie hydrology and hydraulics calculations performed for ilie preliminary design of onsite drainage facilities for Tract Nos. 24188-3 & 241 88-F of Paloma Del Sol East, in the City of Temecula, California. The ownerldeveloper is Newland Associates. The development site is located east of Interstate Route 15 and north of Highway 79, as shown on Exhibit "A". The project area is generally bound by Meadows Parkway to ilie west, Sunny Meadows Drive to the south, Butterfield Stage Road to the east, and Pauba Road to the north. A hydrology/hydraulics report, prepared by The Keiili Companies in October 1996 was used as a basis of storm drain design capacity for ilie future storm drain line "B" in Pauba Road. The primary objectives ofthis report are as follows: 1. Delineate ilie drainage areas tributary to ilie onsite catch basins in Tentative Tract Maps Nos. 24188-3 & 241 88-F. 2. Based on drainage patterns, ground slope, land use, and soil type and using ilie Rational Meiliod as contained in ilie Riverside County Flood Control and Water Conservation District's Hydrology Manual, perform a hydrologic analysis of onsite runoff to provide 10-year and 100- year design flows for ilie sizing of drainage facilities. 3. Based on the hydrologic results and physical site requirements, design the proposed storm drain (wiili laterals) in Meadows Parkway to convey the computed design discharges. -4- \\KEITH0301\NET _N\31614.0Q0\doc\04119999Hydrology-REPORT.doclI January 30, 2001 \1,.. . D. HYDROLOGICAL DESIGN CRITERIA Hydrologic calculations were performed using ilie Riverside County Rational Meiliod from RCFC&WCD Hydrology Manual dated April 1978. The 10- and 100-year design discharge at each storm drain inlet was computed by generating a hydrologic "link-node" model which divides ilie area into drainage subareas, each tributary to a concentration point or hydrologic node point determined by ilie proposed street layout. The computer results are included in Appendices II through V. The following assumptions/guidelines were applied for use ofilie Rational Meiliod: 1. The soils map from ilie Riverside County Hydrology Manual indicates iliat ilie study area is primarily Group "B" and "C" soils. Soil type "C" was used in ilie hydrologic calculations. Soils ratings are based on a scale of A through D, where D is ilie least pervious, providing ilie greatest storm runoff. The soils map, excerpted from ilie Hydrology Manual, is included as Exhibit "B". 2. The runoff coefficients specified are: l/4-acre residential lots, and commercial for ilie street areas and undeveloped (good cover) for Pam Area. 3. Initial subareas were drawn to be less ilian 10 acres in size and less than 300 feet in lengili per County guidelines. . 4. Pipe travel tinles were computed based on preliminary computer-estimated pipe sizes. 5. Based on a RCFC & WCD memo by SCT dated November 1983, ilie 100-year, I-hour rainfall intensity is obtained by multiplying ilie 100-year, 24-hour rainfall intensity by 0.20. The 100- year, 24-hour rainfall intensity for ilie site area is 6.0 inches/hour per ilie correction plate dated 8/23/85. Multiplying ilie 100-year, 24-hour by 0.20 to get ilie 100-year, I-hour we have (6.0 x 0.20) 1.2 incheslhour. For ilie 2-year analysis, ilie 2-year, I-hour rainfall intensity of 0.53 inches/hour. The slope of duration curve is 0.56. The resulting 10- and 100-year discharges at ilie storm drain tie-in locations are flagged on ilie Hydrology Map, as computed by ilie hydrology models and as computed by ilie Catch Basin Interception Spreadsheet dated November 6, 2000. Following is a letter dated November 6,2000, to R.C.F.C. and W.C.D. addressing ilie design issues for the Meadows Line A Storm Drain, Stage 2. Approval from R.C.F.C and W.e.D. also follows. Normal flow depths for street sections were computed in ilie catch basin interception spreadsheet using ilie Street Capacity Data. The peak surface runoff obtained from hydrological calculations for the 100-year, 1 -hour storm event, is used to size the storm drain inlet openings (i.e., risers and catch basins). All off-site risers and sump catch basins have been sized for 100% interception. . Flow by catch basins have been sized in a manner that downstream flows do not exceed the top of curb during the 10-year event and do not exceed the right-of-way during the 100-year event. Flows from the upstream flow-by catch basins are routed to downstream basins using the tables found in Appendix IV of this report. The flows are then confluenced using a ratio of the rainfall intensities. This process is repeated as flow-by basins are sized. The storm drain is then sized based on actual flows intercepted in accordance with the calculation tables found in Appendix IV ofthis report. N:\3 1614.000\doc\04119999Hydrology-REPORT.docl] January 30, 2001 v? -; I Ii I I I 'A. Riverside Connty Flood Control & Water Conservation District Plates .............................1 . · Hydrological Soils Group Map (Plate C-1.28) . 2 & 100 Year, I-Hour, Precipitation Isohyetals (Plates D-4.3 & D-4.4) · Slope ofIntensity Duration Curve (Plate D-4.6) . . N:131458.000IdocI04] 1 9999Hydrology-REPORT.doc \~ D.n~ . RCFcaWCD HYDROLOGY M"N'.IAL ~ HYDROLOGIC SOILS GROUP MAP FOR LEGEND SOLS MOO" 8OUHOAIlY " SOU 6IlOUI' lIUIGHATlOIl ~~ o .((7 ~ PECHANGA EXHIBIT B \<e, ~"'/-f~ 'i ,1':J:,':':'l'Zi~vr.s':~'"i!.: ~ :;~~.(~ .'" ,Il '~~J.;'~~~I~~":\!.~:;fu:)A;~", ..r;ve?'\:!Jt'1 )!"k?~iiil'm' i".. . f!)~,":::I!,!fJ.: . M:'" "0"" '1 ~k"'.'Y>' '''''''''-1<1''. ~ ;~i""'~"'l' """':~~"'" / ~ :::, ", _' _', ,'_:,..!..Ii'!, .:""'.:'~~h ,;:' ~ ;~"'=/~'j':J't, ~b"" ...."~::rr:t~,~;. ,:~ ~" ,r, ~ ~;r=:-l :0.. ,,:s!!: jk~ r: /' r / /' · , '~'ji';TN ".~' ~r', iN.", ,'",-,;:;-<:r, C. .,.ft 'f:}i'i'J".(,.' ;"'~' .: '.' . ,.,~, .'. ,'-' _ i\.C...::: ! 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REV 1/29/01 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ The Keith Companies, Inc., Moreno Valley, CA - SiN 707 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition 2 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.530(In.) 1.200(In.) . Storm event year 10.0 -Calculated rainfall intensity data: 1 hour intensity = 0.806(In/Hr) Slope of intensity duration curve = 0.5600 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 110.000 to Point/Station 120.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 250.000(Ft.) Top (of initial area) elevation = 299.200(Ft.) Bottom (of initial area) elevation = 292.400(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.02720 s (percent) = 2.72 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.300 min. Rainfall intensity 2.621(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction Initial subarea runoff = A 0.000 B 0.000 C 1.000 DO.OOO 69.00 0.500; Impervious 2.011 (CFS) fraction 0.500 . z'to . Total initial stream area = Pervious area fraction = 0.500 0.940 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to pointlStation 130.000 **** STREET PLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation ~ 292.400(Ft.) End of street segment elevation ~ 284.700(Ft.) Length of street segment 313.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000IFt.) Slope from gutter to grade break (v/hz) ~ 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line 10.000IFt.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning1s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.182ICFS) Depth of flow = 0.275(Ft.), Average velocity = 3.075(Ft/s) Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 7.438IFt.) Flow velocity = 3.08IFt/s) Travel time = 1.70 min. TC = 9.00 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient ~ 0.808 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) :69.00 Pervious area fraction = 0'100; Impervious fraction 0.500 Rainfall intensity 2.~31(In/Hr) for a 10.0 year storm Subarea runoff 3. 824 (C~FS) for 2.030 (Ac.) Total runoff = 5.835(CFr) Total area = 2.970IAc.) Street flow at end of street = 5.835(CFS) Half street flow at end of street 2.918ICFS) Depth of flow ~ 0.301(Ft.), Average velocity = 3.304(Ft/s) Flow width (from curb toward, crown)= 8.697IFt.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 130.000 to Point/Station 140.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevatjon = 284.700(Ft.) End of street segment elevatjon ~ 269.500(Ft.) Length of street segment 342.000(Ft.) Height of curb above gutter flowline Width of half street (curb tc crown) 6.0 (In.) 20.000(Ft.) 2 Z:~ . Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.075(CFS) Depth of flow = 0.303(Ft.), Average velocity = 4.470(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.813(Ft.) Flow velocity = 4.47(Ft/s) Travel time = 1.28 min. TC = 10.27 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2. 165 (In/Hr) for a 10.0 year storm Subarea runoff 3.960(CFS) for 2.280(Ac.) Total runoff = 9.796(CFS) Total area = 5.250(Ac.) Street flow at end of street = 9.796(CFS) Half street flow at end of street 4.898(CFS) Depth of flow = 0.319(Ft.), Average velocity = 4.667(Ft/s) Flow width (from curb towards crown)= 9.606(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 150.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . TOp of street segment elevation = 269.500(Ft.) End of street segment elevation = 267.200(Ft.) Length of street segment 263.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.00Q(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manningls N in gutter = 0.0150 Manningls N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street Depth of flow = 0.408(Ft.), Average velocity = 10.822(CFS) 2.563(Ft/s) 3 ~ . Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.086(Ft.) Flow velocity = 2.56(Ft/s) Travel time = 1.71 min. TC = 11.98 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 1.986(In/Hr) for a 10.0 year storm Subarea runoff 1.738(CFS) for 1.100(Ac.) Total runoff = 11.534(CFS) Total area = 6.350(Ac.) Street flow at end of street = 11.534(CFS) Half street flow at end of street 5.767(CFS) Depth of flow = 0.416(Ft.), Average velocity = 2.603(Ft/s) Flow width (from curb towards crown)= 14.453(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 145.000 to pointlStation 150.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 11.98 min. Rainfall intensity 1.986(In/Hr) for a 10.0 year storm Subarea runoff 4.377(CFS) for 2.770(Ac.) Total runoff = 15.911(CFS) Total area = 9.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 150.000 to pointlStation 160.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 267.200(Ft.) End of street segment elevation = 265.700(Ft.) Length of street segment 226.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) 4 p . Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.106(CFS) Depth of flow = 0.484(Ft.), Average velocity = 2.579(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.858(Ft.) Flow velocity = 2.58(Ft/s) Travel time = 1.46 min. TC = 13.44 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 1.862(In/Hr) for a 10.0 year storm Subarea runoff 2.016(CFS) for 1.370(Ac.) Total runoff = 17.927(CFS) Total area = 10.490(Ac.) Street flow at end of street = 17.927(CFS) Half street flow at end of street 8.964(CFS) Depth of flow = 0.490(Ft.), Average velocity = 2.609(Ft/s) Flow width (from curb towards crown)= 18.190(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 160.000 to point/Station 162.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointlstation elevation = 248.800(Ft.) Downstream point/station elevation 247.000(Ft.) Pipe length = 327.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 17.927(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.017(Ft.) at the headworks or inlet Pipe friction loss = 2.058(Ft.) Minor friction loss = O.758(Ft.) Pipe flow velocity = 5.71(Ft/s) Travel time through pipe 0.96 min. Time of concentration (TC) = 14.40 min. selected pipe size. the pipe invert is of the pipets) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 161.000 to point/Station 162.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) A 0.000 B 0.000 C 1.000 D 0.000 69.00 5 ~ . Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 14.40 min. Rainfall intensity 1.792(In/Hr) for a 10.0 year storm Subarea runoff 3.582(CFS) for 2.540(Ac.) Total runoff = 21.510(CFS) Total area = 13.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 162.000 to Point/Station 170.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointlstation elevation = 247.000(Ft.) Downstream pointlstation elevation 246.800(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 21.510(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.264(Ft.) at the headworks or inlet Pipe friction loss = 1.017(Ft.) Minor friction loss = 0.447(Ft.) Pipe flow velocity = 4.38(Ft/s) Travel time through pipe 1.41 min. Time of concentration (TC) = 15.81 min. selected pipe size. the pipe invert is of the pipers) K-factor = 1.50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 165.000 to pointlStation 170.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 15.81 min. Rainfall intensity = 1.700(In/Hr) for a 10.0 year storm Subarea runoff 7.041(CFS) for 5.290(Ac.) Total runoff = 28.551(CFS) Total area = 18.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 166.000 to point/Station 170.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction Time of concentration = 15.81 min. 0.500 ~ 6 . Rainfall intensity Subarea runoff Total runoff = 1.700(In/Hr) for a 10.0 year storm 5.936(CFS) for 4.460(Ac.) 34.487(CFS) Total area = 22.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 170.000 to point/Station 180.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointlstation elevation = 246.800(Ft.) Downstream point/station elevation 244.000(Ft.) Pipe length 380.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 34.487(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow 34.487(CFS) Normal flow depth in pipe = 24.05(In.) Flow top width inside pipe = 23.93(In.) Critical Depth = 23.93(In.) Pipe flow velocity = 8.18(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (Te) = 16.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 175.000 to point/Station 180.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 16.58 min. Rainfall intensity 1.655(In/Hr) for a 10.0 year storm Subarea runoff 5.297(CFS) for 4.100(Ac.) Total runoff = 39.784(CFS) Total area = 26.880(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 180.000 to Point/Station 190.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream pointlstation elevation = 244.000(Ft.) Downstream point/station elevation 241.000(Ft.) Pipe length 171.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 39.784(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow 39.784(CFS) Normal flow depth in pipe = 16.95(In.) Flow top width inside pipe = 35.94(In.) Critical Depth = 24.64(In.) Pipe flow velocity = 12.17(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 16.82 min. 7 ~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 185.000 to point/Station 190.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Time of concentration Rainfall intensity Subarea runoff Total runoff ~ A 0.000 B 0.000 C 1.000 D 0.000 69.00 0.500; Impervious fraction = 16.82 min. 1.643 (In/Hr) for a 10.0 4.367(CFS) for 3.410(Ac.) 44.152(CFS) Total area = 0.500 year storm 30.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 186.000 to point/Station 190.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 16.82 min. Rainfall intensity 1.643 (In/Hr) for a 10.0 year storm Subarea runoff 1.396(CFS) for 1.090(Ac.) Total runoff ~ 45.54B(CFS) Total area ~ 31.3BO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 190.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointlstation elevation ~ 241.000(Ft.) Downstream point/station elevation = 215.700(Ft.) Pipe length 1030.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow 45.548(CFS) Given pipe size ~ 36.00(In.) Calculated individual pipe flow 45.548(CFS) Normal flow depth in pipe = 16.62(In.) Flow top width inside pipe = 35.89(In.) Critical Depth = 26.38(In.) Pipe flow velocity = 14.28(Ft/s) Travel time through pipe = 1.20 min. Time of concentration (TC) = 18.02 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 8 ~ . Process from point/Station 195.000 to point/Station **** SUBAREA FLOW ADDITION **** 200.000 COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.100i Impervious fraction 0.900 Time of concentration 18.02 min. Rainfall intensity 1.580(In/Hr) for a 10.0 year storm Subarea runoff 1.715(CFS} for 1.240(Ac.) Total runoff = 47.263(CFS} Total area = 32.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 196.000 to point/Station 200.000 **** SUBAREA FLOW ADDITION **** . UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.694 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000i Impervious fraction Time of concentration = 18.02 min. Rainfall intensity 1.580(In/Hr} for a 10.0 Subarea runoff = 5.353(CFS} for 4.880(Ac.) Total runoff = 52.616(CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 0.000 year storm 37.500(AC.) 37.50 (Ac.) Area averaged pervious area fraction (Ap) Area averaged RI index number = 69.7 0.552 . 9~ ~\ ... : =~ ~... c: 2m W' A.:! ~::; c II) -, . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software. (c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 01/29/01 File:b10.out ------------------------------------------------------------------------ IN 31614.000 - DEVELOPED HYDROLOGY TO TR 24188 (N:\31614.000\hyd\T24188-3&F\Rat\B.OUT) FLOWS TRIBUTARY TO STORM DRAIN LINE "B" MODELED ON DECEMBER 2000 BY A.N. REV 1/29/01 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ The Keith Companies, Inc., Moreno Valley, CA - SiN 707 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition 2 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.530(In.) 1. 200 (In.) . Storm event year 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.806(In/Hr) Slope of intensity duration curve = 0.5600 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 10.000 to point/Station 20.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 306.700(Ft.) Bottom (of initial area) elevation = 299.900(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.01943 s(percent)= 1.94 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.933 min. Rainfall intensity 2.341(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.808 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction Initial subarea runoff = A 0.000 B 0.000 C 1.000 D 0.000 69.00 0.500; Impervious 2.724 (CFS) fraction 0.500 1 ~ . Total initial stream area = Pervious area fraction = 0.500 1.440(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 20.000 to pointlStation 30.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 299.900(Ft.) End of street segment elevation = 29l.000(Ft.) Length of street segment 250.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break l8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] siders) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.342(CFS) Depth of flow = 0.265(Ft.), Average velocity = 3.589(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.9l5(Ft.) Flow velocity = 3.59(Ft/s) Travel time = 1.16 min. TC = 10.09 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 2.l86(In/Hr) for a 10.0 year storm Subarea runoff 3.002(CFS) for 1.7l0(Ac.) Total runoff = 5.727(CFS) Total area = 3.l50(Ac.) Street flow at end of street = 5.727(CFS) Half street flow at end of street 2.863(CFS) Depth of flow = 0.285(Ft.), Average velocity = 3.802(Ft/s) Flow width (from curb towards crown)= 7.9l4(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to pointlStation 30.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C 0.000 0.000 1.000 2 ~ . Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 10.09 min. Rainfall intensity 2.186(In/Hr) for a 10.0 year storm Subarea runoff 1.141(CFS) for 0.650(Ac.) Total runoff = 6.868(CFS) Total area = 3.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 30.000 to pointlStation 31.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 291.000(Ft.) End of street segment elevation ~ 259.500(Ft.) Length of street segment 670.000(Ft.) Height of curb above gutter flowline 6.0(In.) width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [lJ siders) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline ~ 2.000(In.) Manning1s N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.558(CFS) Depth of flow ~ 0.368(Ft.), Average velocity = 5.427(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.043(Ft.) Flow velocity = 5.43(Ft/s) Travel time = 2.06 min. TC = 12.15 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity 1.970(In/Hr) for a 10.0 year storm Subarea runoff = 2.929(CFS) for 1.870(Ac.) Total runoff ~ 9.797(CFS) Total area ~ 5.670(Ac.) Street flow at end of street ~ 9.797(CFS) Half street flow at end of street 9.797(CFS) Depth of flow = 0.381(Ft.), Average velocity = 5.603(Ft/s) Flow width (from curb towards crown)= 12.735(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 31.000 to point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 3 ~ . Top of street segment elevation: 259.500(Ft.) End of street segment elevation: 257.300(Ft.) Length of street segment 250.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to cross fall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz): 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] siders) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width: 2.000(Ft.) Gutter hike from flowline: 2.000(In.) Manning's N in gutter: 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street: 10.575(CFS) Depth of flow: 0.494(Ft.), Average velocity: 3.022(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width: 18.364(Ft.) Flow velocity: 3.02(Ft/s) Travel time: 1.38 min. TC: 13.53 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient: 0.790 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = O.500j Impervious fraction 0.500 Rainfall intensity 1.855(In/Hr) for a 10.0 year storm Subarea runoff 1.319(CFS) for 0.900(Ac.) Total runoff: 11.117(CFS) Total area: 6.570(Ac.) Street flow at end of street: 11.117(CFS) Half street flow at end of street 11.117(CFS) Depth of flow: 0.502(Ft.), Average velocity: 3.053(Ft/s) Warning, depth of flow exceeds top of curb Distance that curb overflow reaches into property O.08(Ft.) Flow width (from curb towards crown): l8.747(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 40.000 to point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream pointlstation elevation: 250.300(Ft.) Downstream pointlstation elevation 250.000(Ft.) Pipe length 50.00(Ft.) Manning'S N : 0.013 No. of pipes: 1 Required pipe flow 11.117(CFS) Given pipe size: 24.00(In.) Calculated individual pipe flow 11. 117 (CFS) Normal flow depth in pipe: 13.88(In.) Flow top width inside pipe: 23.71(In.) Critical Depth: 14.34(In.) Pipe flow velocity: 5.91(Ft/s) Travel time through pipe: 0.14 min. 4 ~ . Time of concentration (TC) 13.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 10.000 to pointlStation 100.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed, In Main Stream number: 1 Stream flow area ~ 6.570(Ac.) Runoff from this stream 11.117(CFS) Time of concentration = 13.67 min. Rainfall intensity = 1.844 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to point/Station 52.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 273.700(Ft.) Bottom (of initial area) elevation = 271.300(Ft.) Difference in elevation ~ 2.400(Ft.) Slope = 0.00923 s(percent)~ 0.92 TC = k(0.390) * [(length^3)1 (elevation change)]^0.2 Initial area time of concentration = 9.205 min. Rainfall intensity = 2.302(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.807 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.500 A 0.000 B 0.000 C 1.000 D 0.000 69.00 0.500; Impervious fraction 0.929(CFS) 0.500(Ac.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 54.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 271.300(Ft.) End of street segment elevation ~ 270.000(Ft.) Length of street segment 160.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) ~ 0.020 Gutter width = 2.000(Ft.) 5 ~ . Gutter hike from flowline = 2.000(In.) Manningls N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.384(CFS) Depth of flow = 0.238(Ft.), Average velocity = 1.589(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.558(Ft.) Flow velocity = 1.59(Ft/s) Travel time = 1.68 min. TC = 10.88 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2.096(In/Hr) for a 10.0 year storm Subarea runoff 0.821(CFS) for 0.490(Ac.) Total runoff = 1.750(CFS) Total area = 0.990(Ac.) Street flow at end of street = 1.750(CFS) Half street flow at end of street 0.875(CFS) Depth of flow = 0.253(Ft.), Average velocity = 1.658(Ft/s) Flow width (from curb towards crown)= 6.333(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 54.000 to pointlStation 56.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 270.000(Ft.) End of street segment elevation = 268.700(Ft.) Length of street segment 208.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] siders) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.165(CFS) Depth of flow = 0.306(Ft.), Average velocity = 1.693(Ft/s) Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 8.990(Ft.) Flow velocity = 1.69(Ft/s) Travel time = 2.05 min. TC = 12.93 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 6 ~ . Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 1.903(In/Hr) for a 10.0 year storm Subarea runoff 2.412(CFS) for 1.600(Ac.) Total runoff: 4.162(CFS) Total area: 2.590(Ac.) Street flow at end of street: 4.162(CFS) Half street flow at end of street 2.081(CFS) Depth of flow: 0.330(Ft.), Average velocity: 1.801(Ft/s) Flow width (from curb towards crown): 10.144(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 56.000 to pointlStation 60.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation ~ 268.700(Ft.) End of street segment elevation: 268.100(Ft.) Length of street segment 178.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz): 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line lO.OOQ(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width ~ 2.000(Ft.) Gutter hike from flowline: 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown: 0.0150 Estimated mean flow rate at midpoint of street: 5.424(CFS) Depth of flow: 0.385(Ft.), Average velocity: 1.512(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width: 12.910(Ft.) Flow velocity: 1.5l(Ft/s) Travel time = 1.96 min. TC = 14.89 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient: 0.786 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 1.758(In/Hr) for a 10.0 year storm Subarea runoff 2.168(CFS) for 1.570(Ac.) Total runoff: 6.33l(CFS) Total area: 4.l60(Ac.) Street flow at end of street ~ 6.331(CFS) Half street flow at end of street 3.165(CFS) Depth of flow: 0.402(Ft.), Average velocity: 1.569(Ft/s) Flow width (from curb towards crown)~ 13.751(Ft.) . 7 1>~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 60.000 to point/Station 70.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 268.100(Ft.) End of street segment elevation = 266.700(Ft.) Length of street segment 245.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.} Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.548(CFS} Depth of flow = 0.392(Ft.), Average velocity = 2.000(Ft/s) Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 13.267(Ft.) Flow velocity = 2.00(Ft/s) Travel time = 2.04 min. TC = 16.93 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.779 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500i Impervious fraction 0.500 Rainfall intensity 1.636(In/Hr) for a 10.0 year storm Subarea runoff 2.040(CFS) for 1.600(Ac.} Total runoff = 8.371(CFS) Total area = 5.760(Ac.) Street flow at end of street = 8.371(CFS) Half street flow at end of street 4.186(CFS) Depth of flow = 0.403(Ft.), Average velocity = 2.050(Ft/s) Flow width (from curb towards crown)= 13.837(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 65.000 to point/Station 70.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.779 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) A 0.000 B 0.000 C 1.000 DO.OOO 69.00 8ZA,. . Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 16.93 min. Rainfall intensity 1.636(In/Hr) for a 10.0 year storm Subarea runoff 0.944(CFS) for 0.740(Ac.) Total runoff = 9.315(CFS) Total area = 6.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 70.000 to point/Station 80.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 266.700(Ft.) End of street segment elevation = 259.800(Ft.) Length of street segment 203.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] siders) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.888(CFS) Depth of flow = 0.331(Ft.), Average velocity = 4.217(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.226(Ft.) Flow velocity = 4.22(Ft/s) Travel time = 0.80 min. TC = 17.74 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D = 0.000 RI index for soi1(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 1.594 (In/Hr) for a 10.0 year storm Subarea runoff 0.991(CFS) for 0.800(Ac.) Total runoff = 10.306(CFS) Total area = 7.300(Ac.) Street flow at end of street = 10.306(CFS) Half street flow at end of street 5.153(CFS) Depth of flow = 0.335(Ft.), Average velocity = 4.258(Ft/s) Flow width (from curb towards crown)= 10.410(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 75.000 to point/Station 80.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 9 ~ . Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1. 000 Decimal fraction soil group D 0.000 RI index for soil (AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 17.74 min. Rainfall intensity 1.594 (In/Hr) for a 10.0 year storm Subarea runoff 2.626(CFS) for 2 . 120 (Ac. ) Total runoff = 12.932(CFS) Total area = 9.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to pointlStation 90.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 259.BOO(Ft.) End of street segment elevation = 257.300(Ft.) Length of street segment 220.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000{In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street Depth of flow = 0.515(Ft.), Average velocity = Warning, depth of flow exceeds top of curb Distance that curb overflow reaches into property Streetflow hydraulics at midpoint of street travel, Halfstreet flow width = 19.401(Ft.) Flow velocity = 3.47(Ft/s) Travel time = 1.06 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity 1.543 (In/Hr) for a 10.0 year storm Subarea runoff 1.051(CFS) for 0.880(Ac.) Total runoff = 13.983(CFS) Total area = Street flow at end of street = 13.983(CFS) Half street flow at end of street 13.983(CFS) Depth of flow = 0.521(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property 13.536 (CFS) 3.474(Ft/s) 0.73(Ft.) TC = 18.79 min. 0.500 10.300(Ac.) . 3.480(Ft/s) 1.03(Ft.) 10 A\ . Flow width (from curb towards crown): 19.700(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 90.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointlstation elevation: 250.300(Ft.) Downstream pointlstation elevation 250.000(Ft.) Pipe length 60.00(Ft.} Manning's N : 0.013 No. of pipes: 1 Required pipe flow 13.983(CFS) Given pipe size: 24.00(In.) Calculated individual pipe flow 13.983(CFS) Normal flow depth in pipe: 17.39(In.) Flow top width inside pipe: 21.44(In.) Critical Depth: 16.16(In.) Pipe flow velocity: 5.74(Ft/s) Travel time through pipe: 0.17 min. Time of concentration (Te) = 18.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to pointlStation 100.000 **** CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area: 10.300(Ac.) Runoff from this stream 13.983(CFS) Time of concentration = 18.97 min. Rainfall intensity: 1.535(In/Hr} Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp : Qp : 11.117 13.67 13 . 983 18.97 stream flow has longer time of 13.983 + sum of Qb IalIb 11.117 * 0.833 9.255 23.238 1.844 1. 535 concentration Total of 2 main streams to confluence: Flow rates before confluence point: 11.117 13.983 Area of streams before confluence: 6.570 10.300 . Results of confluence: Total flow rate: 23.238(CFS) Time of concentration = 18.966 min. Effective stream area after confluence End of computations, total study area = 16.870(Ac.) 16.87 (Ac.) 11 41,1 . The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Ap) Area averaged RI index number = 69.0 0.500 . . 12 A.-~ ~ , .. , :I I =~ I - is I I.. I - , c ' . . ~~ I 51 ' . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 01/29/01 File:a.out IN 31614.000 - DEVELOPED HYDROLOGY TO TR 24188 (N:\31614.000\hyd\T24188-3&F\Rat\A.OUT) FLOWS TRIBUTARY TO STORM DRAIN LINE "A" MODELED ON DECEMBER 2000 BY A.N. REV 1/29/01 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file The Keith Companies, Inc., Moreno Valley, CA - SiN 707 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition 2 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.530(In.) 1.200(In.) . Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5600 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PointlStation 110.000 to pointlStation 120.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 2S0.000(Ft.) Top (of initial area) elevation = 299.200(Ft.) Bottom (of initial area) elevation = 292.400(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.02720 s (percent) = 2.72 TC = k(0.390) * [(length^3) I (elevation change)]^0.2 Initial area time of concentration = 7.300 min. Rainfall intensity 3. 904 (In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.840 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction Initial subarea runoff = A 0.000 B 0.000 C 1. 000 DO.OOO 69.00 0.500; Impervious 3.083(CFS) fraction 0.500 tJ.-5 . Total initial stream area = Pervious area fraction = 0.500 o . 940 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 120.000 to Point/Station 130.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 292.400(Ft.) End of street segment elevation = 284.700(Ft.) Length of street segment 313.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manningrs N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.412(CFS) Depth of flow = 0.308(Ft.), Average velocity = 3.374(Ft/s) Streetflow hydraulics at midpoint of street travel, Halfstreet flow width = 9.075(Ft.) Flow velocity = 3.37(Ft/s) Travel time = 1.55 min. TC = 8.85 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.834 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 3.506(In/Hr) for a 100.0 year storm Subarea runoff 5.937(CFS) for 2.030(Ac.) Total runoff = 9.020(CFS) Total area = 2.970(Ac.) Street flow at end of street = 9.020(CFS) Half street flow at end of street 4.510(CFS) Depth of flow = 0.337(Ft.), Average velocity = 3.646(Ft/s) Flow width (from curb towards crown)= 10.537(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 130.000 to pointlStation 140.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 284.700(Ft.) End of street segment elevation = 269.500(Ft.) Length of street segment 342.000(Ft.) Height of curb above gutter flowline Width of half street (curb to crown) 6.0 (In.) 20.000(Ft.) 2 '* . Distance from crown to crossfall grade break 1B.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2J side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.4B3(CFS) Depth of flow = 0.340(Ft.), Average velocity = 4.934(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.669(Ft.) Flow velocity = 4.93(Ft/s) Travel time = 1.16 min. TC = 10.00 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.830 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 3.273 (In/Hr) for a 100.0 year storm Subarea runoff = 6.196(CFS) for 2.2BO(Ac.) Total runoff = 15.216(CFS) Total area = 5.250(Ac.) Street flow at end of street = 15.216(CFS) Half street flow at end of street 7.60B(CFS) Depth of flow = 0.359(Ft.), Average velocity = 5.166(Ft/s) Flow width (from curb towards crown)= 11.601(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 140.000 to pointlStation 150.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 269.500(Ft.) End of street segment elevation = 267.200(Ft.) Length of street segment 263.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 1B.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2J side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street Depth of flow = 0.463(Ft.), Average velocity = 16.B10(CFS) 2.B51(Ft/s) 3 A1 . Streetflow hydraulics at midpoint of street travel: Halfstreet flow width: 16.797(Ft.) Flow velocity ~ 2.85(Ft/s) Travel time = 1.54 min. TC = 11.54 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient: 0.826 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 3.021(In/Hr) for a 100.0 year storm Subarea runoff 2.743(CFS) for 1.100(Ac.) Total runoff: 17.959(CFS) Total area: 6.350(Ac.) Street flow at end of street: 17.959(CFS) Half street flow at end of street 8.980(CFS) Depth of flow: 0.471(Ft.), Average velocity: 2.897(Ft/s) Flow width (from curb towards crown): 17.242(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 145.000 to pointlStation 150.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient: 0.826 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 11.54 min. Rainfall intensity 3.021(In/Hr) for a 100.0 year storm Subarea runoff 6.908(CFS) for 2.770(Ac.) Total runoff: 24.867(CFS) Total area: 9.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 150.000 to Point/Station 160.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation: 267.200(Ft.) End of street segment elevation ~ 265.700(Ft.) Length of street segment 226.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break IB.OOO{Ft.) Slope from gutter to grade break (v/hz): 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2J side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width ~ 2.000(Ft.) Gutter hike from flowline ~ 2.000(In.) 4 ~ . Manning's N in gutter = 0.0150 Manningrs N from gutter to grade break = 0.0150 Manningls N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street Depth of flow = 0.555(Ft.), Average velocity = Warning, depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property Streetflow hydraulics at midpoint of street travel, Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.B1(Ft/s) Travel time = 1.34 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.B22 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity 2.B40(In/Hr) for a 100.0 Subarea runoff 3.197(CFS) for 1.370(Ac.) Total runoff = 28.064(CFS) Total area = Street flow at end of street = 28.064(CFS) Half street flow at end of street 14.032(CFS) Depth of flow = 0.562(Ft.), Average velocity = Warning, depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = Flow width (from curb towards crown)= 20.000(Ft.) 26.735(CFS) 2.805(Ft/s) 2.74(Ft.) TC = 12.88 min. 0.500 year storm 10.490(Ac.) . 2.842(Ft/s) 3.12(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 160.000 to point/Station 162.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointlstation elevation = 248.BOO(Ft.) Downstream pointlstation elevation 247.000(Ft.) Pipe length = 327.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 28.064(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 5.103(Ft.) at the headworks or inlet Pipe friction loss = 5.045(Ft.) Minor friction loss = 1.859(Ft.) Pipe flow velocity = B.93(Ft/s) Travel time through pipe 0.61 min. Time of concentration (TC) = 13.49 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 161.000 to Point/Station 162.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) 5 ~ . Runoff Coefficient = 0.820 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 13.49 min. Rainfall intensity 2.767(In/Hr) for a 100.0 year storm Subarea runoff = 5.763(CFS) for 2.540(Ac.) Total runoff = 33.828(CFS) Total area = 13.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 162.000 to point/Station 170.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 247.000(Ft.) Downstream pointlstation elevation 246.800(Ft.) Pipe length 370.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 33.828(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.422(Ft.) at the headworks or inlet Pipe friction loss = 2.516(Ft.) Minor friction loss = 1.106(Ft.) Pipe flow velocity = 6.89(Ft/s) Travel time through pipe 0.89 min. Time of concentration (TC) = 14.39 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 165.000 to Point/Station 170.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration = 14.39 min. Rainfall intensity 2.670(In/Hr) for a 100.0 year storm Subarea runoff 11.546(CFS) for 5.290(Ac.) Total runoff = 45.374(CFS) Total area = 18.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 166.000 to point/Station 170.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 Decimal fraction soil group A 0.000 6~ . Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 14.39 min. Rainfall intensity = 2.670(In/Hr) for a 100.0 year storm Subarea runoff 9.734(CFS) for 4.460(Ac.) Total runoff = 55.108(CFS) Total area = 22.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 170.000 to point/Station 180.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 246.800(Ft.) Downstream point/station elevation 244.00Q(Ft.) Pipe length 380.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 55.108(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 6.993(Ft.) at the headworks or inlet Pipe friction loss = 6.857(Ft.) Minor friction loss = 2.936(Ft.) Pipe flow velocity = 11.23(Ft/s) Travel time through pipe 0.56 min. Time of concentration (TC) = 14.95 min. 1.50 selected pipe size. the pipe invert is of the pipe(s) K-factor = ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 175.000 to Point/Station 180.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Time of concentration Rainfall intensity Subarea runoff Total runoff = A 0.000 B 0.000 C 1.000 D = 0.000 69.00 0.500; Impervious fraction = 14.95 min. 2.613 (In/Hr) for a 100.0 8.742(CFS) for 4.100(Ac.) 63.850(CFS) Total area = 0.500 year storm 26.880(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 180.000 to point/Station 190.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream pointlstation elevation = 244.000(Ft.) Downstream pointlstation elevation 241.000(Ft.) Pipe length 171.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow 63.850(CFS) Given pipe size = 36.00(In.) 7 5\ . Calculated individual pipe Normal flow depth in pipe ~ Flow top width inside pipe = Critical Depth = 30.80(In.) Pipe flow velocity = 13.62(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 15.16 min. flow 63.850(CFS) 22.69(In.) 34.76(In.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 185.000 to Point/Station 190.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient ~ 0.816 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 15.16 min. Rainfall intensity 2.593 (In/Hr) for a 100.0 year storm Subarea runoff 7.210 (CFS) for 3.410 (Ac.) Total runoff ~ 71. 060 (CFS) Total area ~ 30.290 (Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 186.000 to Point/Station 190.000 **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration = 15.16 min. Rainfall intensity 2.S93(In/Hr) for a 100.0 year storm Subarea runoff 2.305 (CFS) for 1. 090 (Ac.) Total runoff = 73.364 (CFS) Total area ~ 31. 380 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 190.000 to PointlStation 200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 241.000(Ft.) Downstream point/station elevation 215.700(Ft.) Pipe length 1030.00(Ft.) Manning's N = 0.013 No. of pipes ~ 1 Required pipe flow 73.364(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow 73.364(CFS) Normal flow depth in pipe ~ 22.22(In.) Flow top width inside pipe = 35.00(In.) 8 ~'t-' . Critical Depth = 32.40(In.) Pipe flow velocity 16.01(Ft/s) Travel time through pipe = 1.07 min. Time of concentration (TC) = 16.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 195.000 to point/Station 200.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.100i Impervious fraction 0.900 Time of concentration 16.23 min. Rainfall intensity 2.495(In/Hr) for a 100.0 year storm Subarea runoff 2.731(CFS) for 1.240(Ac.) Total runoff = 76.095(CFS) Total area = 32.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 196.000 to point/Station 200.000 **** SUBAREA FLOW ADDITION **** . UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.758 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 74.00 Pervious area fraction = 1.000i Impervious fraction Time of concentration = 16.23 min. Rainfall intensity 2.495(In!Hr) for a 100.0 Subarea runoff = 9.227(CFS) for 4.880(Ac.) Total runoff = 85.321(CFS) Total area = End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. year storm 0.000 37.500(Ac.) 37.50 (Ac.) Area averaged pervious area fraction (Ap) Area averaged RI index number = 69.7 0.552 . 9 ~ . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3 Rational Hydrology Study Date: 01/29/01 File:b.out ------------------------------------------------------------------------ IN 31614.000 - DEVELOPED HYDROLOGY TO TR 24188 (N:\31614.000\hyd\T24188-3&F\Rat\B.OUT) FLOWS TRIBUTARY TO STORM DRAIN LINE "B" MODELED ON DECEMBER 2000 BY A.N. REV 1/29/01 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ The Keith Companies, Inc., Moreno Valley, CA - SiN 707 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition 2 2 year, 1 hour precipitation 100 year, 1 hour precipitation 0.530(In.) 1.200 (In.) . Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200 (In/Hr) Slope of intensity duration curve = 0.5600 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 10.000 to pointlStation 20.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 306.700(Ft.) Bottom (of initial area) elevation = 299.900(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.01943 s (percent) = 1.94 TC = k(0.390)*[(lengthA3)/(elevation change)] AO.2 Initial area time of concentration = 8.933 min. Rainfall intensity 3.486(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.834 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction Initial subarea runoff = A 0.000 B 0.000 C 1. 000 D 0.000 69.00 0.500; Impervious 4.187 (CFS) fraction 0.500 5-5 . Total initial stream area = Pervious area fraction = 0.500 1.440 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 20.000 to point/Station 30.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 299.900(Ft.) End of street segment elevation = 291.000(Ft.) Length of street segment 250.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.673(CFS) Depth of flow = 0.297(Ft.), Average velocity = 3.931(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.498(Ft.) Flow velocity = 3.93(Ft/s) Travel time = 1.06 min. TC = 9.99 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.830 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500i Impervious fraction 0.500 Rainfall intensity = 3.274 (In/Hr) for a 100.0 year storm Subarea runoff 4.649(CFS) for 1.710(Ac.) Total runoff = 8.837(CFS) Total area = 3.150(Ac.) Street flow at end of street = 8.837(CFS) Half street flow at end of street 4.418(CFS) Depth of flow = 0.319(Ft.), Average velocity = 4.185(Ft/s) Flow width (from curb towards crown)= 9.639(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 25.000 to point/Station 30.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.830 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C 0.000 0.000 1.000 2 ~ . Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 9.99 min. Rainfall intensity 3.274(In/Hr) for a 100.0 year storm Subarea runoff 1.767(CFS) for 0.650(Ac.) Total runoff = 10.604(CFS) Total area = 3.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 30.000 to point/Station 31.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 291.000(Ft.) End of street segment elevation = 259.50Q(Ft.) Length of street segment 670.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break IB.OOO(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [11 siders) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.213(CFS) Depth of flow = 0.414(Ft.), Average velocity = 6.018(Ft/s) Street flow hydraulics at midpoint of street travel: Halfstreet flow width = 14.384(Ft.) Flow velocity = 6.02(Ft/s) Travel time = 1.86 min. TC = 11.85 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.825 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2.976(In/Hr) for a 100.0 year storm Subarea runoff 4.590(CFS) for 1.870(Ac.) Total runoff = 15.194(CFS) Total area = 5.670(Ac.) Street flow at end of street = 15.194(CFS) Half street flow at end of street 15.194(CFS) Depth of flow = 0.431(Ft.), Average velocity = 6.224(Ft/s) Flow width (from curb towards crown)= 15.214(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 31.000 to point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 3 ~1 . Top of street segment elevation = 259.500(Ft.) End of street segment elevation = 257.300(Ft.) Length of street segment 250.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] siders} of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (vfhz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street Depth of flow = 0.565(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity ~ 3.29(Ft/s) Travel time = 1.27 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.821 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 2.812 (In/Hr) for a 100.0 year storm Subarea runoff 2.077 (CFS) for 0.900 (Ac.) Total runoff = 17.271(CFS} Total area = Street flow at end of street ~ 17.271(CFS) Half street flow at end of street 17.271(CFS) Depth of flow = O.573(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property Flow width (from curb towards crown)~ 20.000(Ft.} 16.399 (CFS) 3.286(Ft/s) 3.23(Ft.) TC = min. 13.12 . 6.570(Ac.) 3.331(Ft/S) 3.65 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream pointlstation elevation ~ 250.300(Ft.) Downstream pointlstation elevation 250.000(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 17.271(CFS) Given pipe size = 24.00(In.} Calculated individual pipe flow 17.271(CFS) Normal flow depth in pipe = 19.36(In.) 4 ~ . Flow top width inside pipe 18.96(In.) Critical Depth = 17.98(In.) Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 13.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 10.000 to pointlStation 100.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed, In Main Stream number: 1 Stream flow area = 6.570(Ac.) Runoff from this stream 17.271(CFS) Time of concentration = 13.25 min. Rainfall intensity ~ 2.796(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to point/Station 52.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 273.700(Ft.) Bottom (of initial area) elevation = 271.300(Ft.) Difference in elevation = 2.400(Ft.) Slope ~ 0.00923 s(percent)~ 0.92 TC = k(0.390) * [(length^3) I (elevation change)]^0.2 Initial area time of concentration = 9.205 min. Rainfall intensity 3.428(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.833 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.500 A = 0.000 B 0.000 C 1.000 D 0.000 69.00 0.500; Impervious fraction = 1.428 (eFS) 0.500(Ac.) 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 52.000 to pointlStation 54.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation ~ 271.300(Ft.) End of street segment elevation = 270.000(Ft.) Length of street segment 160.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) 0.070 Slope from grade break to crown (v/hz) 0.020 5 ~ . Street flow is on [2] sidels) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line Iv/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning1s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.128ICFS) Depth of flow = 0.267(Ft.), Average velocity = 1.724IFt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.004IFt.) Flow velocity = 1.72(Ft/s) Travel time = 1.55 min. TC = 10.75 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.828 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity 3.143IIn/Hr) for a 100.0 year storm Subarea runoff 1.275ICFS) for 0.490(Ac.) Total runoff = 2.703ICFS) Total area = 0.990IAc.) Street flow at end of street = 2.703(CFS) Half street flow at end of street 1.352(CFS) Depth of flow = 0.284(Ft.), Average velocity = 1.812(Ft/s) Flow width (from curb towards crown)= 7.869IFt.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 54.000 to point/Station 56.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... . TOp of street segment elevation = 270.000(Ft.) End of street segment elevation = 268.700(Ft.) Length of street segment = 208.000IFt.) Height of curb above gutter flowline = 6.0IIn.) Width of half street (curb to crown) 20.000IFt.) Distance from crown to crossfall grade break = 18.000IFt.) Slope from gutter to grade break Iv/hz) = 0.070 Slope from grade break to crown Iv/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000IFt.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning1s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.887ICFS) Depth of flow = 0.344IFt.), Average velocity = 1.B69IFt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.B6BIFt.) Flow velocity = 1.87IFt/s) 6 ~ . Travel time = 1.86 min. TC = 12.61 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 2. 875 (In/Hr) for a 100.0 year storm Subarea runoff 3.783(CFS) for 1.600(Ac.) Total runoff = 6.486(CFS) Total area = 2.590(Ac.) Street flow at end of street = 6.486(CFS) Half street flow at end of street 3.243(CFS) Depth of flow = 0.371(Ft.), Average velocity = 1.997(Ft/s) Flow width (from curb towards crown)= 12.237(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 56.000 to Point/Station 60.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 268.700(Ft.) End of street segment elevation = 268.100(Ft.) Length of street segment 178.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) ~ 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manningts N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = B.452(CFS) Depth of flow ~ 0.436(Ft.), Average velocity = 1.682(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.447(Ft.) Flow velocity = 1.6B(Ft/s) Travel time = 1.76 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.818 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff ~ TC = min. 14 .37 . A 0.000 B 0.000 C 1. 000 DO.OOO 69.00 0.500; Impervious fraction 2.671(In/Hr) for a 100.0 3.429(CFS) for 1.570(Ac.) 9.915(CFS) Total area = 4.160(AC.) 0.500 year storm 7 0\ . Street flow at end of street = Half street flow at end of street Depth of flow = 0.456(Ft.), Average Flow width (from curb towards crown)= 9.915(CFS) 4.957(CFS) velocity = 1.748(Ft/s) 16.460(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 60.000 to pointlStation 70.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . TOp of street segment elevation = 268.100(Ft.) End of street segment elevation = 266.700(Ft.) Length of street segment 245.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning1s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.822(CFS) Depth of flow = 0.445(Ft.), Average velocity = 2.228(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.894(Ft.) Flow velocity = 2.23(Ft/s) Travel time = 1.83 min. TC = 16.20 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Rainfall intensity = 2.498(In/Hr) for a 100.0 year storm Subarea runoff 3.249 (CFS) for 1. 600 (Ac.) Total runoff = 13.164(CFS) Total area = 5.760(Ac.) Street flow at end of street = 13.164(CFS) Half street flow at end of street 6.582(CFS) Depth of flow = 0.458(Ft.), Average velocity = 2.287(Ft/s) Flow width (from curb towards crown)= 16.588(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to pointlStation 70.000 **** SUBAREA FLOW ADDITION **** . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 Decimal fraction soil group A 0.000 8 ,~ . Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction 0.500 Time of concentration 16.20 min. Rainfall intensity 2.498(In/Hr) for a 100.0 year storm Subarea runoff 1.503(CFS) for 0.740(Ac.) Total runoff = 14.667(CFS) Total area = 6.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 70.000 to point/Station 80.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... . Top of street segment elevation = 266.700(Ft.) End of street segment elevation = 259.800(Ft.) Length of street segment 203.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break IB.OOO(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manningls N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.569(CFS) Depth of flow = 0.374(Ft.), Average velocity = 4.688(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.385(Ft.) Flow velocity = 4.69(Ft/s) Travel time = 0.72 min. TC = 16.93 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity 2.438 (In/Hr) for a 100.0 year storm Subarea runoff 1.582(CFS) for 0.800(Ac.) Total runoff = 16.249(CFS) Total area = 7.300(Ac.) Street flow at end of street = 16.249(CFS) Half street flow at end of street 8.124(CFS) Depth of flow = 0.379(Ft.), Average velocity = 4.736(Ft/s) Flow width (from curb towards crown)= 12.605(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 75.000 to point/Station 80.000 9 <03 . **** SUBAREA FLOW ADDITION **** SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.811 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 2) 69.00 Pervious area fraction = O.SOOi Impervious fraction 0.500 Time of concentration 16.93 min. Rainfall intensity 2.438(In/Hr) for a 100.0 year storm Subarea runoff 4.192(CFS) for 2.120(Ac.) Total runoff = 20.441(CFS) Total area = 9.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from pointlStation 80.000 to pointlStation 90.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** . Top of street segment elevation = 259.800(Ft.) End of street segment elevation = 257.300(Ft.) Length of street segment 220.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.070 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] siders) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manningrs N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning1s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street Depth of flow = 0.587(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.87(Ft/s) Travel time = 0.95 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.809 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 2) Pervious area fraction = Rainfall intensity Subarea runoff Total runoff = 21.396(CFS) 3.874(Ft/s) 4.35(Ft.) TC = 17.87 min. . A 0.000 B 0.000 C 1.000 D 0.000 69.00 0.500; Impervious fraction 2.364(In/Hr) for a 100.0 1.683(CFS) for 0.880(Ae.) 22.124(CFS) Total area = 0.500 year storm 10.300(Ac.) 10 ~ . Street flow at end of street = 22.124(CFS) Half street flow at end of street 22.124(CFS) Depth of flow = 0.593(Ft.), Average velocity = 3.908(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property 4.63(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 90.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 250.300(Ft.) Downstream point/station elevation 250.00Q(Pt.) Pipe length 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 22.124(CFS) Given pipe size = 24.00(1n.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.429(Ft.) at the headworks or inlet Pipe friction loss = 0.574(Ft.) Minor friction loss = 1.155(Ft.) Pipe flow velocity = 7.04(Ft/s) Travel time through pipe 0.14 min. Time of concentration (Te) = 18.01 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1. 50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 50.000 to Point/Station 100.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.300(Ac.) Runoff from this stream 22.124(CFS) Time of concentration = 18.01 min. Rainfall intensity = 2.354(1n/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (1n/Hr) 1 2 Largest Qp = 17.271 13.25 22.124 18.01 stream flow has longer 22.124 + sum of Qb 1a/1b 17.271 * 0.842 36.665 time of 2.796 2.354 concentration 14.541 Qp = . Total of 2 main streams to confluence: Flow rates before confluence point: 17.271 22.124 Area of streams before confluence: 6.570 10.300 11 ~ . Results of confluence: Total flow rate = 36.665(CFS) Time of concentration = 18.014 min. Effective stream area after confluence End of computations, total study area = The following figures may be used for a unit hydrograph study of the Area averaged pervious area fraction (Ap) Area averaged RI index number = 69.0 . . 16.870 (Ac.) 16.87 (Ac.) same area. 0.500 12 ~" <01 .!! ~ ~u )(- 2i~ Zc ~.- ~~ B CATCH BASIN FLOW INLET CALCULATION TABLE 100 YEAR EVENT FOR INFRASTRUCTURE OF TRACT Nos. 24188-3 & 24188-F . NOOE CB SIZE TYPE FLOW i UPSTREAM FLOW i i low I COR. UPST. CROWN LOSS Q (@ basin Qin) Q flowbv) & SD LINE NO. {FTl I {SIFl (CFSl IN/HRl NODE CB {CFSl IN/HR ilhiohl FLOW {CFS (CFSl (CFSl reFS' rCFS\ TOC.8. 880 12 14 F 20.4 2.44 2.6 17.8 10.7 7. 10 831 11 14 F 15.2 2.98 -2.6 17.8 10.7 7.1 9 840 10 14 F 2.1 2.81 7.1 9.2 7.6 1.6 4 890 9 14 F 1.7 2.36 7.1 8.8 7.4 1.4 2 A160 8 14 S 28.1 2.84 28.1 28.1 0.0 A162 7 7 S 5.8 2.77 5.8 5.8 0.0 5&6 A170 6 14 F 9.7 2.67 -0.9 10.6 8.7 1.9 3 A170 5 14 F 11.5 2.67 0.9 10.6 8.7 1.9 4 A180 4 8.7 2.61 840 10 1.6 2.81 0.93 1.5 10.2 NA NA A180 4 7 S 10.2 2.61 1.9 4.4 7.7 7.7 0.0 3 A190 3 7 S 2.3 2.59 0.0 -5.2 7.5 7.5 0.0 A190 2 7 S 7.2 2.59 890 9 1.4 2.36 0.91 1.3 0.8 7.7 7.7 0.0 A200 1 21 F 12.0 2.50 12.0 9.3 2.7 EX.C8 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA 0.0 NA NA TOTAL ONSITE FLOW INTERCEPTED BY CATCH BASINS LISTED ABOVE- 98.6 CFS . 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MAIN STORM DRAIN LINE FLOWS AND SIZE ESTIMATE 100 YEAR EVENT FOR INFRASTRUCTURE OF TRACT Nos. 24188-3 & 24188-F UPPER LOWER UPSTREAM TRIBUTARY FLOW TOTAL Q FRICTION CALC'D ESTIMATED CB No. CB No. FLOW (CFS) (CFS) (CFS) (CFSl SLOPE DIA. (IN) DIA. (IN) 11 IS. 12 9 & 10 None 10.7 10.7 21.3 1.00% 23.5 24 9 & 10 Exist. SD 21.3 7.4 7.6 36.3 1.00% 28.7 36 8 7 None 28.1 28.1 0.50% 29.7 30 7 5&6 28.1 5.8 33.9 0.62% 30.6 36 5&6 4 33.9 8.7 8.7 51.4 0.50% 37.2 36 4 2&3 51.4 7.7 59.1 0.50% 39.2 36 2&3 1 59.1 7.5 7.7 74.3 1.00% 37.5 36 1 Ex. 60" SD 74.3 9.3 83.6 0.50% 44.6 36 Printed on: 1 / 29 / 2000 ~\ . Tl IN 31614.00.000 - STORM DRAIN IN MEADOWS PARKWAY T2 STORM DRAIN LINE "A" - MODELED ON 01/02/01 REV 1/29/01 T3 (N,\31614.000\hyd\T24188-3&F\WSPGW\A.WSW) SO 1006.83 1216.67 3 1222.000 R 1099.42 1217.14 3 .013 .000 .00 0 JX 1104.68 1218.06 3 2 .014 9.300 1217.70 45.0 .000 R 1150.00 1227.00 3 .013 .000 .00 0 R 1307.76 1232.91 3 ,013 7.500 .00 0 R 1450.00 1234.33 3 .013 .000 .00 0 R 1457.17 1234.41 3 .013 .000 .00 0 TS 1461.83 1234.45 3 .014 .000 R 1547.91 1235.31 3 .013 .000 .00 0 R 1817.16 1238.01 3 .013 ,QOO .00 0 TS 1821.83 1236.05 3 .014 -13.000 R 2007.68 1239.91 3 .013 -6.500 .00 0 R 2047.39 1240.31 3 .013 -1.500 .00 0 R 2116.56 1241.00 3 .013 88.000 .00 0 JX 2120.00 1241.02 3 11 11.014 7.5 7.7 1241.55 1241.55 45.0-60.00 .000 R 2220.00 1241.52 3 .013 .000 .00 0 SH 2220.00 1241.52 3 .000 CD 2 4 1 .000 2.000 .000 .000 .000 .000 CD 3 4 1 .QOO 3.000 .000 .000 .000 .000 CD 11 4 1 .000 1.500 .000 .000 .000 .000 Q 59.100 .0 . . . . , , , , , , , , , , , , , , , , , , , , , , , , , , '" , z"' ,en 0 ,. >-3 (..oJ i"i *~Ol-' ::::~~ ~ ,........... .... 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