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HomeMy WebLinkAboutHydrology Vol 1HYDROLOGY/HYDRAULICS STUDY FOR TRACT MAP 29661-1-5 VOLUME 1 LOCATED IN THE COUNTY OF RIVERSIDE, CA Prepared for: ASHBY FINANCIAL Prepared by: adKa17 ENG/NEERS 6820 Airport Drive Riverside, Califomia 92504 TeL•(909)688-0241 Fas: (909) 688-0599 QAOFESS/pN ~Q~~\SSp J.A ~'~F~ adkan 1ob No. 5516 5 ~Q Fq ~ ¢ v No. 53390 = m May 2003 Exp. Cr30-03 " \sr9~ ci~vi~ P ~OFCALIFO~ ~~ Charissa J.A. Leach, R.C.E. No. 53390 Exp. 6/30/03 \ HYDROLOGY/HYDRAULIC STUDY FOR • TR:1CT MAP 29661 Located in the city of Temecula, California TABLE OF CONTENTS SECTION VOLUMEI VICINITY MAP 1 PURPOSE 1 PROJECT DESCRIPTION 1 EXISTING CONDITIONS 1 METHOD OF ANALYSIS 1 CONCLUSIONS 1 DETENTION BASIN SUMMARY 2 ONSITE HYDROLOGY 3 °• 10-YEAR RATIONAL 100- YEAR RATIONAL STREET CAPACITY 4 CATCH BASIN CAPACITY 5 HYDRAULIC CALCULATIOIVS 6 RIVERSIDE COUNTY PLATES 7 HYDROLOGY EXHIBIT 8 HISTORICAL UNDEVELOPED HYDROLOGY PLATE 1 HISTORICAL DEVELOPED HYDROLOGY PLATE 2 ONSITE HYDROLOGY MAP-RATIONAL PLATE 3&=1 DEVELOPED UNIT HYDROLOGY MAP PLATE 5& 6 v HYDROLOGY/HYDRAULIC STUDY ~ FOR TRACT MAP 29661 Located in the City of Temecula, California PURPOSE This study is being prepared as for submit[al of improvement plans Tract 29661. It will determine the following: the 10 YR and 100 YR onsite drainage flows, adequate sizing for onsite drainage facilities, and the sizing of onsite detention basins in conformance with Riverside County Flood Control and Water Conservation District requirements. PROJECT DESCRIPTION The project is a proposed 144 acre, 509 lot residential development located southerly of Murrieta Hot Springs Road. EXISTING SITE CONDITIONS The site is currently vacant. It consists of natural terrain with little vegeCation and slopes from the north to the south. There is an area to the north of Murrieta Hot Springs that is tributary to this project, and drainage flows will continue to be conveyed under Murrie[a Hot Springs Road to the natural drainage course at the south of this project. • Drainage currently flows through nawral drainage ways with no improved facilities. METHOD OF ANALYSIS The site hydrology was based upon Riverside County Flood Control and Water Conversation District Hydrology Manual, from which pertinent soil and rainfall information was obtained. Storm flows were determined by the Rational Method utilizing CIVILCADD/CIVILDESIGN Engineering Software, Version 6.3. CONCLUSIONS Onsite facilities were designed to maintain the 10 YR Rational Method storm (lows within the street without overtopping the curb and the 100 YR Rational Me[hod storm flows within the Righ[ of Way. The onsite detention basins were designed to Riverside County Flood Control and Water Conservation Districts "Interim Criteria for Sizing Increased Runoff Detention Facilities" (see Section 2- Deten[ion Basin Summary). Although RCFC&WCD requirements are for storms up to and including the 10 year storm frequency, Basins "A" and `B" were designed to mitigate the increased runoff due to development for the 100 year storm frequency. All outlet strucmres are designed to allow the 100 YR Rational Me[hod storm flows to be conveyed from the basins while maintaining a minimum of 2 feet of freeboard at outlet points. • 3 u n LJ ~ i ~ o ~ ~ e I ~ ~G ,~~,~ S/;E~~~. i ~ z ~~~~,~ ~ 15 ~~~~ ~; 0 1 ~ W MLiRRIETA ~ ~; ~ !ii%i/;.. ~ HOT 5PRlNGS ~~" r W ~~ '~ ~ ~ / ~ ..% .~( J ~ ~ GI~ RjETP NICOLAS R~ ~ M~ ~.•~'~ w ~-~ ~ T1EME U~ m RPN~NO CA~/F~RN/A R~. ~lCINITY M,qP ~ N ~ I ~ ~ 1 ~ 3 _~ HYDROLOGY/HYDRAULICS STYUDY DETENTION BASIN SUMMARY PEAK FLOWS AND ROUTED DEPTHS L~ BASIN "A" STORM FREQ. RAINFALL HOUR UNDEVELOPED PEAK FLOW = CFS DEVELOPED PEAK FLOW = CFS DEVELOPED ROUTED FLOW = CFS DEPTH FT. 2 YR 1 HR 36.10 45.00 1.60 2.88 3 HR 14.30 18.40 4.00 3.20 6 HR 13.80 17.80 7.00 3.44 24 HR 1.70 6.40 4.80 3.26 5 YR 1 HR 54.70 65.10 5.60 3.32 3 HR 25.60 28.30 7.60 3.48 6 HR 23.90 25.00 10.70 3.74 24 HR 23.00 7.40 6.10 3.37 10 YR 1 HR 82.60 86.60 14.30 4.02 3 HR 48.00 42.10 14.30 4.02 6 HR 45.50 37.60 21.20 4.33 24 HR 12.50 10.30 7.40 3.47 100 YR 1 HR 143.60 143.90 55.90 5.38* 3 HR 89.30 74.10 53.20 5.33 6 HR 82.70 65.10 51.30 529 24 HR 35.90 26.50 23.20 4.42 • *USED AS HGL CONTROL FOR WSPG CALCULATIONS aC ~ HYDROLOGY/HYDRAULICS STYUDY DETENTION BASIN SUMMARY PEAK FLOWS AND ROUTED DEPTHS • BASIN "B" STORM FREa. RAINFALL HOUR UNDEVELOPED PEAK FLOW = CFS DEVELOPED PEAK FLOW = CFS DEVELOPED ROUTED FLOW = CFS DEPTH FT. 2 YR 1 HR 32.80 66.34 1.60 3.10 3 HR 11.60 31.09 2.28 3.70 6 HR 11.30 29.92 2.04 4.81 24 HR 1.20 12.26 4.66 5.60 5 YR 1 HR 49.10 93.23 1.75 3.80 3 HR 20.40 44.77 1.93 4.40 6 HR 18.70 41.48 5.10 5.70 24 HR 1.60 13.06 5.37 5.70 10 YR 1 HR 71.20 113.87 1.90 4.40 3 HR 36.60 55.12 2.00 4.70 6 HR 33.60 50.22 10.50 620 24 HR 8.80 14.91 8.11 6.10 100 YR 1 HR 120.90 188.48 16.30 6.50 3 HR 66.50 96.82 40.70 7.30 6 HR 59.90 86.60 59.30 7.70* 24 HR 24.70 34.50 28.20 7.10 •`USED AS HGL CONTROL FOR WSPG CALCULATIONS ~ ~ ~ ~ ONSITE HYDROLOGY ~ ~ ~ ~ ONSITE HYDROLOGY 1 ~ ~ ~ 10 YEAR RATIONAL ~ • Riverside County aational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 04/11/03 File:551620010.out --------- ------ ---- TR.4CT 29961 706 No5.5516 10-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD BASIN-200 ADKAN ENGINEERS ---------- ------------------------------------- ----- *',-';`*='~';=. Hydrology 5tudy Control rnformation ='°'°'~"'~'~'°'°'° English (in-lb) Units used in input data file ----------------------------- ---------------- ADKAN Engineers, Riverside, California - 5/N 561 2ational Method Hydrology Pro9ram based on Riverside County Flood Control & water Conservation District 1978 hydrology manual Storm event (year) = 10.00 antecedent Moisture Condition = 2 5tandard intensity-duration curves data (Plate D-4.1) Fo~ the [ Murrieta,Tmc,Rnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) • Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(in/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 °°°~` INITIAL AREA EVAWATION '~°°° initial area tlow distance = 500.000(Ft.) Top (of initial area) elevation = 26.800(Ft.) Bottom (of initial area) elevation = 23.300(Ft.~ Difference in elevation = 3.500(Ft.) Slope = 0.00700 s(percent)= 0.70 TC = k(0.390)-'[<length~3)/(elevation change)]~0.2 Initial area time of concentration = 12.637 min. aainfall intensity = 2.073<zn/Hr) for a 10. SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.764 Decimal fraction soil group A= 0.000 ~ecimal fraction soil group B= 0.800 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.200 RI index for soil(AMC 2) = 59.80 0 year storm Pervious area fract~on = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.376(CF5) • Total initial stream area = 1.500(ac.) Pervious area fraction = 0.500 ~ 551620010.doc Page 1 of 17 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station ZO1.000 to aoint/station 202.000 ~•~~•`' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °-°~ Top of street segment elevation = 23.300<Ft.) End of street segment elevation = 19.300(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 slope from grade break to crown (v/hz) = 0.017 5treet 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 = 3.247(CFS) Depth of flow = 0.280(Ft.), Average velocity = 2.098(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.687(Ft.) Flow velocity = 2.10(Ft/s) Travel time = 2.70 min. TC = 15.34 min. ndding area flow to street ~ SINGLE FAMILY (1/4 ACr2 LOt) Runoff Coefficient = 0.777 Decimal fraction soil group A= 0.000 • oecimal fraction soil group B= 0.500 ~ecimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.863(zn/Hr) for a 10.0 year storm subarea runoff = 1.592(cFS) for 1.100<ac.) Total runoff = 3.968(cFS) Total area = 2.600(ac.) Street flow at end of street = 3.968(CFS) Half street flow at end of street = 1.984(CF5) Depth of flow = 0.295(Ft.), Average velocity = 2.191(Ft/s) Flow width <from curb towards crown)= 9.537(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 203.000 to Point/Station 204.000 °°°= SUBAREA FLOW ADDITION '`°°^ SINGLE FAMILY (1/4 ACr2 Lot) Runoff Coefficient = 0.806 ~ecimal fraction soil group a= 0.000 Decimal fraction soil group B= 0.100 oecimal fraction soil group C= 0.000 oecimal fraction soil group o= 0.900 ttI index for soil(AMC 2) = 73.10 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 15.34 min. Rainfall intensity = 1.863(In/Hr) for a 10.0 year storm Subarea runoff = 3.155(cFS) for 2.100(AC.) Total runoff = 7.123(CFS) Total area = 4.700(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ `0 551620010.doc Page 2, of 17 • Process from aoint/5tation 202.000 to aoint/5tation 205.000 '` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =' rop of street segment elevation = 19.300(Ft.) End of street segment elevation = 12.500(Ft.) ~ength of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0<In.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16.000(Ft.) slope from gutter to grade break <v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 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(rn.) 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 = 10.381(cFS) Depth of flow = 0.381(Ft.), Average velocity = 2.661(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.624<Ft.) Flow velocity = 2.66(Ft/s) Travel time = 3.88 min. TC = 19.2Z min. Adding area flow to street SINGLE FAMILY (1/4 ACr2 LOt) Runoff Coefficient = 0.741 Decimal fraction soil group A= 0.000 Decimal fraction soil group a= 0.800 oecimal fraction soil group C= 0.000 • ~ecimal traction soil group o= 0.200 Ri index for soil(aMC 2) 59.80 aervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.646(In/Hr) for a 10.0 year storm Subarea runoff = 5.247(CF5) for 4.300(AC.) Total runoff = 12.369(CFS) Total area = 9.000(AC.) Street flow at end of street = 12.369(CF5) Half street flow at end of street = 6.185(CFS) Depth of flow = 0.400(Ft.), Average velocity = 2.775(Ft/s) Flow width (from curb towards crown)= 15.703<Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 205.000 to Point/station 206.000 ••~~`A STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *~'*'~ Top of street segment elevation = 1Z.500(Ft.) End of street segment elevation = 11.000(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street ~istance 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 = 000(Ft 13.057(CFS) ~` 551620010.doc Page 3 of 17 • Depth of flow = 0.445(Ft.), Average velocity = 2.178(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.18<Ft/s) Travel time = 2.10 min. TC = 21.33 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.744 oecimal fraction soil group a= 0.000 Decimal fraction soil group B= 0.700 oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.300 RI index for soil(aMC 2) = 61.70 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.554<In/Hr) for a 10.0 year storm subarea runoff = 1.156(cF5) for 1.000(AC.) Total runoff = 13.525(CF5) Total area = 10.000(AC.) Street flow at end of street = 13.525(CF5) Half street flow at end of street = 6.763(CFS) Depth of flow = 0.448(Ft.), nverage velocity = 2.209(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/5tation Z07.000 to Point/5tation 208.000 °°°" SUBAREA FLOW ADDITION ="°^° SINGLE FAMILY (1/4 Acre Lot) rtunoff Coefficient = 0.719 • oecimal fraction soil group n= 0.000 oecimal fraction soil group a= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group ~= 0.000 rtz index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; rmpervious fraction = 0.500 Time of concentration = 21.33 min. Rainfall intensity = 1.554<zn/Hr) for a 10.0 year storm Subarea runoff = 4.469(CFS) for 4.000<AC.) Total runoff = 17.995(CFS) rotal area = 14.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 206.000 to Point/station 209.000 •• ••'~ ~` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='• •• •• Top of street segment elevation = 11.000(Ft.) End of street segment elevation = 9.200(Ft.) Length of street segment = 300.000(Ft.) tieight of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. 51ope from gutter to grade break (v/hz) = 0.017 slope from grade break to crown (v/hz) = 0.017 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 rvianning's N from grade break to crown = 0.0150 estimated mean flow rate at midpoint of street = 000(Ft 18.766<CF5) \~' 551620010.doc Page 4 of 17 • oepth of flow = 0.480(Ft.), average velocity = 2.589(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.59(Ft/s) Travel time = 1.93 min. TC = 23.26 min. ndding area flow to street SINGLE FAMILY (1/4 Acre LOt) aunoff Coefficient = 0.714 Decimal fraction soil group A= 0.000 oecimal fraction soil group a= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(aMC 2) = 56.00 Pervious area fraction = 0.500; impervious fraction = 0.500 Rainfall intensity = 1.482(In/Hr) for a 10.0 year storm subarea runoff = 1.269(cFS) for 1.200<ac.) Total runoff = 19.264(cFS) Total area = 15.200(AC.) Street flow at end of street = 19.264(CFS) Half street flow at end of street = 9.632(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.616(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/5tation 211.000 ••••°= SUBAREA FLOW ADDITION °°••° SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.725 • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.800 Decimal fraction soil group C= 0.200 Decimal fraction soil group D= 0.000 RI index for soil(aMC 2) = 58.60 Pervious area fraction = 0.500; zmpervious fraction = 0.500 Time of concentration = 23.26 min. Rainfall intensity = 1.482<In/Hr) for a 10.0 year storm subarea runoff = 3.761(cFS) for 3.500(ac.) 7ota1 runoff = 23.025(CFS) Total area = 18.700(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 209.000 to Point/station 212.000 ~•~=A STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **••~• Top of street segment elevation = 9.200(Ft.) End of street segment elevation = 8.500(Ft.) ~ength of street segment = 120.000<Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 Street flow is an [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 = 23.579(CF5) ~51620010.doc Page ~ of 17 ~3 Depth of flow = 0.515(Ft.), Average velocity = 2.769(Ft/s) • warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 0.73(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) . Flow velocity = 2.77(Ft/5) Travel time = 0.72 min. TC = 23.98 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.712 oecimal fraction soil group A= 0.000 Decimal fraction soil group e= 1.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.457(In/Hr) for a 10.0 year storm Subarea runoff = 0.934(CFS) for 0.900(AC.) Total runoff = 23.959(CFS) Total area = 19.600(ac.) street flow at end of street = 23.959(cFS) Half street flow at end of street = 11.979<CFS) Depth of flow = 0.517(Ft.), average velocity = 2.778<Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 0.87<Ft.) Flow width (from curb towards crown)= 18.000<Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 • ""i"` PIPEFLOW TRAVEL TIME (Program estimated size) """'` upstream point/station elevation = 8.500(Ft.) Downstream point/station elevation = 6.100<Ft.) Pipe len~th = 375.00(Ft.) Manning's rv = 0.013 No. of pipes = 1 Required pipe flow = 23.959(CFS) Nearest computed pipe diameter = 27.00(in.) Calculated individual pipe flow = 23.959(CFS) Normal flow depth in pipe = 21.38(In.) Flow top width inside pipe = 21.93(in.) Critical oepth = 20.55(In.) aipe flow velocity = 7.10(Ft/s) Travel time through pipe = 0.88 min. Time of concentration (TC) = 24.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21Z.000 to Point/5tation 213.000 ^~•^'` CONFLUENCE OF MAIN STREAMS =°°° The following data inside Main 5tream is listed: In Main Stream number: 1 Stream flow area = 19.600(ac.) Runoff from this stream = 23.959(CFS) Time of concentration = 24.86 min. Rainfall intensity = 1.429(In/Hr) Program is now starting with Main 5tream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 214.000 to Point/Station 215.000 '` INITIAL AREA EVALUATION '` ~51620010.doc Page 6 of 1 ~ ~~ • znitial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 26.600(Ft.) Bottom (of initial area) elevation = 23.000(Ft.) oifference in elevation = 3.600(Ft.) Slope = 0.00706 s(percent)= 0.71 TC = k(0.390)'~[(length~3)/<elevation change)]~0.2 znitial area time of concentration = 12.716 min. Rainfall intensity = 2.066(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre LOt) aunoff Coefficient = 0.749 Decimal fraction soil group A= 0.000 ~ecimal fraction soil group a= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(aMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 initial subarea runoff = 2.474(CF5) Total initial stream area = 1.600(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to aoint/5tation 216.000 ••-°^' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='^~" Top of street segment elevation = 23.000(Ft.) End of street segment elevation = 20.800(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) Width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. 000(Ft.) • Slope from gutter to grade break (v/hz) = 0.017 slope from grade break to crown (v/hz) 0.017 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 = 4.407(CF5) Depth of flow = 0.339(Ft.), Average velocity = 1 .597(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.112(Ft.) Flow velocity = 1.60<Ft/s) Travel time = 4.70 min. TC = 17.41 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.770 Decimal fraction soil group n= 0.000 Decimal fraction soil group e= 0.500 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.500 RI index for soil(aMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.738(In/Hr) for a 10.0 year storm Subarea runoff = 3.347(CFS) for 2.500(nc.) Total runoff = S.SZZ(CFS) rotal area = 4.100(ac.) 5treet flow at end of street = 5.822(cFS) Half street flow at end of street = 2.911(CF5) ~epth of flow = 0.364(Ft.), average velocity = 1 .705(Ft/s) . Flow width (from curb towards crown)= 13.611<Ft.) ~~1620010.doc Page 7 of 17 t~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 218.000 ~'^'~ SUBAREA FLOW ADDITION =--- SINGLE FAMILY (1/4 ACre LOt) Runoff Coefficient = 0.731 Decimal fraction soil group A= 0.000 oecimal fraction soil group 6= 1.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(aMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 17.41 min. aainfall intensity = 1.738(In/Hr) for a 10.0 year storm 5ubarea runoff = 1.143(CF5) for 0.900(ac.) Total runoff = 6.965(CFS) Total area = 5.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/station 219.000 -•~~~` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='••-•• Top of street segment elevation = 20.800(Ft.) End of street segment elevation = 16.500(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 • 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 = Z.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 = 8.009(CFS) Depth of flow = 0.347(Ft.), Average velocity = 2.705(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.591(Ft.) Flow velocity = 2.71(Ft/s) Travel time = 1.97 min. rc = 19.38 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff coefficient = 0.804 Decimal fraction soil group A= 0.000 Decimal fraction soil group 6= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.638(In/Hr) for a 10.0 year storm subarea runoff = 1.976(cFS) for 1.500<AC.) Total runoff = 8.940(CFS) Total area = 6.500(AC.) 5treet flow at end of street = 8.940(cFS) Half street flow at end of street = 4.470(CF5) oepth of flow = 0.357(Ft.), average velocity = 2.776(Ft/s) Flow width (from curb towards crown)= 13.185(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 551620010.doc Page 8 0[ 17 ~Cp • Process from aoint/Station 2Z0.000 to Point/Station 219.000 ~` SUBAREA FLOW ADDITION '` SINGLE FAMILY (1/4 ACr2 LOt) Runoff Coefficient = 0.765 oecimal fraction soil group A= 0.000 Decimal fraction soil group s= 0.500 Decimal fraction soil group C= 0.000 oecimal fraction soil group o= 0.500 RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; zmpervious fraction = 0.500 Time of concentration = 19.38 min. Rainfall intensity = 1.638(In/Hr) for a 10.0 year storm subarea runoff = Z.256(cFS) for 1.800<ac.) Total runoff = 11.196(CFS) Total area = 8.300(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/5tation 221.000 -~••~'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='-°- Top of street segment elevation = 16.500(Ft.) end of street segment elevation = 14.800(Ft.) Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) ~istance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 5treet 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) = O.OZO ~utter 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 = 11.736(CFS) Depth of flow = 0.408(Ft.), Average velocity = 2. 487(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.185(Ft.) Flow velocity = 2.49(Ft/s) Travel time = 1.34 min. TC = 20.72 min. adding area flow to street SINGLE FAMILY (1/4 ACre LOt) Runoff Coefficient = 0.745 Decimal fraction soil group a= 0.000 Decimal fraction soil group B= 0.700 oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.300 RI index for soil(AMC 2) = 61.70 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.579(In/Hr) for a 10.0 year storm subarea runoff = 0.941(CFS) for 0.800(ac.) rotal runoff = 12.138(cFS) rotal area = 9.100(AC.) Street flow at end of street = 1Z.138(CFS) Half street flow at end of street = 6.069(CF5) oepth of flow = 0.412<Ft.), Average velocity = 2. 507(Ft/s) Flow width (from curb towards crown)= 16.405(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 222.000 to aoint/station 223.000 •~ ~• ••" SUBAREA FLOW ADDITION ~` ° ° ~• 551620010.doc Page 9 of 17 ~~ C~ SINGLE FAMILY (1/4 ACfe LOt) Runoff Coefficient = 0.801 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 oecimal fraction soil group C= 0.000 oecimal fraction soil group D= 1.000 2z index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious Time of concentration = 20.72 min. fraction = 0.500 Rainfall intensity = 1.579(In/Hr) for a 10.0 year storm Subarea runoff = 2.530(CF5) for 2,000(AC.) Total runoff = 14.668(CFS) Total area = 11.100(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 221.000 to Point/Station 224.000 ---'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='`~~ n U Top ot street segment elevation = 14.500(Ft.) End of street segment elevation = 7.200(Ft.) Length of street segment = 630.000(Ft.) Height of curb above gutter flowline = 6.0(rn.) Width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 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 = oepth of flow = 0.433(Ft.), average velocity = 3 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.690(Ft.) Flow velocity = 3.06(Ft/s) Travel time = 3.43 min. TC = 24.15 min. ndding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.745 Decimal fraction soil group n= 0.000 ~ecimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.300 Decimal fraction soil group D= 0.200 RI index for soil(AMC 2) = 63.70 Pervious area fraction = 0.500; rmpervious fraction Rainfall intensity = 1.452(In/Hr) for a 10.0 Subarea runoff = 4.004(CFS) for 3.700(AC.) rotal runoff = 18.671<cFS) Total area = Street flow at end of street = 18.671(CFS) Half street flow at end of street = 9.336(CFS) oepth of flow = 0.443(Ft.), Average velocity = 3 Note: depth of flow exceeds top af street crown. Flow width (from curb towards crown)= 18.000<Ft.) 000(Ft 17.112(CFS) 064(Ft/s) = 0.500 year storm 14.800(AC.) 151<Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from aoint/Station 224.000 to Point/Station 213.000 = STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~ 5J1620010.dOC Page 10 of 17 ~ ~ • Top of street segment elevation = 7.200(Ft.) End of street segment elevation = 6.100(Ft.) ~ength of street segment = 195.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) Width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on ~2] side(s) of the street oistance 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 = 0.487(Ft.), Average velocity = 2 Note: depth of flaw exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.57(Ft/s) Travel time = 1.26 min. TC = 25.41 min. adding area flow to street SINGLE FAMILY (1/4 ACre Lot) aunoff Coefficient = 0.737 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 ~ecimal fraction soil group C= 0.500 ~ecimal fraction soil group o= 0.000 RI index for soil(aMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction aainfall intensity = 1.411(in/Hr) for a 10.0 5ubarea runoff = 1.041(CFS) for 1.000(AC.) Total runoff = 19.712(cFS) Total area = Street flow at end of street = 19.712(CFS) Half street flow at end of street = 9.856<cFS) oepth of flow = 0.490(Ft.), average velocity = 2 Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 000(Ft 19.302(CFS) 570(Ft/s) - 0.500 year storm 15.800(AC.) 592(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 224.000 to Point/Station 213.000 °°°'` CONFLUENCE OF MAIN STREAMS A°°° The following data inside Main stream is listed: In Main 5tream number: 2 Stream flow area = 15.800(AC.) Runoff from this stream = 19.712(CFS) Time of concentration = 25.41 min. Rainfall intensity = 1.411(In/Hr) summary of stream data: • stream Flow rate TC No. (CFS) (min) 1 23.959 24.86 2 19.712 Z5.41 ~argest stream flow has longer Qp = 23.959 + sum of Qa Tb/Td 19.712 * 0.978 = 551620010.doc aainfall zntensity (In/Hr) 1.429 1.411 or shorter time of concentration 19.281 Page 11 of 17 ~°~ . Qp = 43.240 Total of 2 main streams to confluence: Flow rates before confluence point: 23.959 19.712 area of streams before confluence: 19.600 15.800 Results of confluence: Total flow rate = 43.240(CFS) Time of concentration = 24.859 min. Effective stream area after confluence = 35.400(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 225.000 ---=" PIPEFLOW TRAVEL TIME (Program estimated size) °°-•~ Upstream point/station elevation = 6.100(Ft.) Downstream point/station elevation = 5.000(Ft.) Pipe length = 185.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 43.240(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 43.240(CFS) Normal flow depth in pipe = 29.34(rn.) Flow top width inside pipe = 20.72(zn.) Critical ~epth = 26.19(zn.) Pipe flow velocity = 7.75(Ft/s) Travel time through pipe = 0.40 min. • Time of concentration (TC) = 25.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 213.000 to Point/Station 225.000 ^''`* CONFLUENCE OF MAIN STREAMS `-^^ The following data inside Main Stream is li 2n Main Stream number: 1 stream flow area = 35.400(ac.) Runoff from this stream = 43.240(CFS) Time of concentration = 25.26 min. 2ainfall intensity = 1.416(In/Hr) Program is now starting with Main Stream No ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 226.000 to Point/5tation 227.000 °°°" INITIAL AREA EVALUATION '~^^^ znitial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 22.800<Ft.) Bottom (of initial area) elevation = 16.800(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.390)='[(length~3)/(elevation change)]~0.2 rnitial area time of concentration = 12.657 min. Rainfall intensity = 2.071(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) aunoff Coefficient = 0.820 oecimal fraction soil group a= 0.000 • Decimal fraction soil group B= 0.000 oecimal fraction soil group C= 0.000 oecimal fraction soil group ~= 1.000 551620010.doc Page 12 of 17 ~ ~ RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; rmpervious fraction = 0.500 Initial subarea runoff = 1.189(CFS) Total initial stream area = 0.700(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 227.000 to Point/Station 228.000 -•~••= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "-••° Top of street segment elevation = 16.800(Ft.) End of street segment elevation = 16.200(Ft.) ~ength of street segment = 135.000<Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000<Ft.) oistance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street oistance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) ~utter hike from flowline = 2.000(zn.) 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 = 2.124(CFS) Depth of flow = 0.285(Ft.), Average velocity = 1.307(Ft/s) streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 8.946(Ft.) Flow velocity = 1.31(Ft/s) Travel time = 1.72 min. rC = 14.38 min. ndding area flow to street SINGLE FAMILY (1/4 AC~2 LOt) Runoff Coefficient = 0.816 oecimal fraction soil group A= 0.000 oecimal fraction soil group a= 0.000 oecimal fraction soil group C= 0.000 oecimal fraction soil group D= 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; impervious fraction = 0.500 Rainfall intensity = 1.931(In/Hr) for a 10.0 year storm Subarea runoff = 1.733(cF5) for 1.100(AC.) Total runoff = 2.922(CFS) Total area = 1.800(ac.) Street flow at end of street = 2.922(CFS) Half street flow at end of street = 1.461(CFS) Depth of flow = 0.309(Ft.), Average velocity = 1.402(Ft/s) Flow width (from curb towards crown)= 10.345(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 229.000 to Point/Station 230.000 ~• ~• ~•" SUBAREA F~OW ADDITION =' ° •• •• SINGLE FAMILY (1/4 Acre Lot) rtunoff Coefficient = 0.816 ~ecimal fraction soil group A= 0.000 oecimal fraction soil group e= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 1.000 • RI index for soil(aMC 2) = 75.00 aervious area fraction = 0.500; zmpervious fraction = 0.500 rime of concentration = 14.38 min. 551620010.doc Page 13 of 17 ~~, . Rainfall intensity = 1.931(In/Hr) for a 10.0 year storm Subarea runoff = 4.568(CFS) for 2.900(nc.) Total runoff = 7.490(CF5) Total area = 4.700(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 228.000 to aoint/5tation 231.000 •~~•-~ STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '`~==" Top of street segment elevation = 16.200(Ft.) End of street segment elevation = 12.600(Ft.) ~ength of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. 000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 5treet flow is on [2] side<s) of the street oistance 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 = 10.199(CF5) Depth of flow = 0.412(Ft.), Average velocity = 2 .107(Ft/s) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.406(Ft.) Flow velocity = 2.11(Ft/5) Travel time = 4.75 min. TC = 19.13 min. • Adding area flow to street SINGLE FAMILY (1/4 ACre LOt) Runaff Coefficient = 0.805 oecimal fraction soil group n= 0.000 Decimal fraction soil group a= 0.000 oecimal fraction soil group c= 0.000 Decimal fraction soil group D= 1.000 RI index for soil<qMC 2) = 75.00 Pervious area fraction = 0.500; rmpervious fraction = 0.500 Rainfall intensity = 1.650(zn/Hr) for a 10.0 year storm Subarea runoff = 4.514(CFS) for 3.400(AC.) Total runoff = 12.004(CFS) Total area = 8.100(AC.) 5treet flow at end of street = 12.004(CFS) Half street flow at end of street = 6.002(CF5) oepth of flow = 0.430(Ft.), average velocity = 2 .191(Ft/s) Flow width (from curb towards crown)= 17.511<Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 232.000 to Point/Station 233.000 °°°=' SUBAREA FLOW ADDITION ='^-° SINGLE FAMILY (1/4 ACr2 LOt) Runoff Coefficient = 0.805 ~ecimal fraction soil group a= 0.000 Decimal fraction soil group a= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 1.000 Rz index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 • Time ot concentration = 19.13 min. Rainfall intensity = 1.650(In/Hr) for a 10.0 year storm Subarea runoff = 2.124(CFS) for 1.600(AC.) 551620010.doc Page 14 of 17 'yZ . Total runoff = 14.128(cFS) Total area = ++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point ---=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDI~ r ~ LJ Top of street segment elevation = 12.600(Ft.) End of street segment elevation = 6.300(Ft.) ~ength of street segment = 420.000(Ft.) Height of curb above gutter flowline = 6.0<zn.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16. Slope from gutter to grade break (v/hz) = 0.017 slope from grade break to crown <v/hz) = 0.017 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 = Z.000(rn.) 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 = 0.410(Ft.), Average velocity = 3 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.334(Ft.) Flow velocity = 3.32(Ft/s) Travel time = 2.11 min. TC = 21.23 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 ~ecimal fraction soil group n= 0.000 Decimal fraction soil group B= 0.100 Decimal fraction soil group C= 0.100 oecimal fraction soil group ~= 0.800 RI index for soil(aMC 2) = 72.50 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 1.558(In/Hr) for a 10.0 Subarea runoff = 3.076<cFS) for 2.500(ac.) Total runoff = 17.205(CFS) Total area = street flow at end of street = 17.205(CFS) Half street flow at end of street = 8.602(CFS) Depth of flow = 0.419(Ft.), Average velocity = 3 Flow width (from curb towards crown)= 16.838(Ft.) 9.700(nc.) ion 234.000 000(Ft 15.949(CFS) 3Z2<Ft/s) = 0.500 year storm 12.200<ac.) 383(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 234.000 to Point/Station 225.000 -••-" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '~--•• • Top of street segment elevation = 6.300(Ft.) End of street segment elevation = 5.000(Ft.) Length of street segment = 170.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) ~istance from crown to crossfall grade break = 16.000(Ft Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 street flow is on [2] side(s) of the street oistance 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.) 551620010.doc Page 15 oY 17 23 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 = 19.038(CF5) Depth of flow = 0.467(Ft.), Average velocity = 2.802(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.80(Ft/s) Travel time = 1.01 min. TC = 22.24 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= 0.200 Decimal fraction soil group C= 0.200 Decimal fraction soil group D= 0.600 RI index for soil(AMC 2) = 70.00 Pervious area fraction = 0.500; impervious fraction = 0.500 Rainfall intensity = 1.519(In/Hr) for a 10.0 year storm subarea runoff = 3.068(CFS) for 2.600<AC.) Total runoff = 20.273(CF5) Total area = 14.800(ac.) Street flow at end of street = 20.273(CFS) Half street flow at end of street = 10.136(cFS) Depth of flow = 0.474(Ft.), average velocity = 2.872(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 234 000 to Point/Station 225.000 • ^ =" CONFLUENCE OF MAIN STREAMS = The following data inside Main stream is listed: In Main Stream number: 2 5tream flow area = 14.800(AC.) Runoff from this stream = 20.273(CFS) Time of concentration = 22.24 min. Rainfall intensity = 1.519(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 43.240 25.26 1.416 2 20.273 22.24 1.519 Largest stream flow has longer time of concentration Qp = 43.240 + sum of Qb za/zb 20.273 =' 0.933 = 18.905 Qp = 62.145 Total of 2 main streams to confluence: Flow rates before confluence point: 43.240 20.273 area of streams before confluence: 35.400 14.800 Results of confluence: • rotal flow rate = 62.145<cFS) Time of concentration = 25.257 min. Effective stream area after confluence 50.200(AC.) 2~' 551620010.doc Page 16 of 1 i ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/5tation 225.000 to Point/Station 235.000 -~~-= PIPEFLOW TRAVEL TIME (Progrdm e5timdted Size) ^^-- upstream point/station elevation = 5.000(Ft.) Downstream point/station elevation = 0.000(Ft.) Pipe length = 200.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 62.145(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 62.145(CF5) Normal flow depth in pipe = 23.53(In.) Flow top width inside pipe = 24.68(In.) Critical depth could not be calculated. aipe flow velocity = 15.04(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 25.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 235.000 ---=' SUBAREA FLOW ADDITION ='-•••• • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.792 Decimal fraction soil group A= 0.000 ~ecimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.000 ~ecimal fraction soil group D= 1.000 rtI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; impervious fraction = 0.500 Time of concentration = 25.48 min. Rainfall intensity = 1.410(In/Hr) for a 5ubarea runoff = 2.345(CFS) for 2. 10.0 year storm 100(ac.) Total runoff = 64.490(CFS) Total area End of computations, total study area = rhe following figures may 52.300(Ac 52.30 (ac.) be used for a un~t hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 66.2 • ~51620010.doc Page 17 of 1 i " • Riverside county aational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology study Date: 04/14/03 File:5516300100.out ------------------------------------------ - rRqcr 29661 70s NOS. 5516 100-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD ~ saSIN - 300 ADKAN ENGINEERS ------------------------ -------- ------------------ -"°*~'*'°-="° tiydrology Study Control information "`"'."'.'.".". English (in-lb) units used in input data file ------------------------------------ ----------------------- ADKAN Engineers, Riverside, California - S/N 561 -------------------------- --------------- ---------- Rational Method Hydrology arogram based on ttiverside County Flood Control & water conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 standard intensity-duration curves data (Plate o-4.1) For the [ Murrieta,Tmc,rtnch CaNOrco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(in/Hr) 100 year storm 60 minute intensity = 1.300(zn/Hr) • 5torm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 ^^^^ INITIAL AREA EVALUATION "'^"="~ initial area flow distance = 765.000(Ft.) Top (of initial area) elevation = 59.000(Ft.) aottom (of initial area) elevation = 32.300(Ft.) Difference in elevation = 26.700(Ft.) Slope = 0.03490 s(percent)= 3.49 rc = k(0.39Q)`[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 10.863 min. Rainfall intensity = 3.328<zn/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.827 oecimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.400 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.600 a2 index for soil(aMC 2) = 67.40 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 23.666(CFS) • rotal initial stream area = 8.600(AC.) Pervious area fraction = 0.500 2~ 5516300100.doc Page 1 of 16 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 301.000 to Point/5tation 302.000 -°-" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "°°- Top of street segment elevation = 32.300(Ft.) End of street segment elevation = 29.600(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = Z0.000(Ft.) ~istance from crown to crossfall grade break = 18. 000(Ft.) slope from gutter to grade break <v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb ta 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 = 25.042(CFS) oepth of flow = 0.486(Ft.), average velocity = 3 .287(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.29(Ft/s) Travel time = 1.32 min. TC = 12.18 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.844 • oecimal fraction soil group a= 0.000 oecimal fraction soil group a= 0.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 RI index for SOiI(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.125(In/Hr) for a 100.0 year storm 5ubarea runoff = 2.637(CF5) for 1.000(ac.) Total runoff = 26.303(CFS) Total area = 9.600(AC.) Street flow at end of street = 26.303(CF5) Half street flow at end of street = 13.152(CFS) Depth of flow = 0.492(Ft.), Average velocity = 3 .352(Ft/s) Note: depth of flow exceeds top of street crown. Flow width <from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 303.000 to Point/5tation 302.000 ="`'` SUBAREA FLOW ADDITION '`'''''` SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.812 Decimal fraction soil group A= 0.000 Decimal fraction soil group 6= 0.600 ~ecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.400 RI index far soil(AMC 2) = 63.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 12.18 min. rtainfall intensity = 3.125(zn/Hr) for a 100.0 year storm • Subarea runoff = 5.072(CFS) for 2.000(AC.) Total runoff = 31.375<CFS) Total area = 11.600(AC.) Z~ 5516300100.doc Page Z of 16 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 304.000 =-°'-" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~--- Top of street segment elevation = 29.600(Ft.) End of street segment elevation = 26.900(Ft.) Length of street segment = 290.000(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) = 0.017 51ope from grade break to crown (v/hz) = 0.017 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) = O.OZO 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 = 32.728(CFS) oepth of flow = 0.533<Ft.), nverage velocity = 3.432(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 1.65(Ft.) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.43(Ft/s) Travel time = 1.41 min. TC = 13.59 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) • aunoff Coefficient = 0.841 oecimal fraction soil group a= 0.000 Decimal fraction soil group s= 0.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group o= 1.000 Rz index for soil(aMC 2) = 75.00 Pervious area fraction = 0.500; impervious fraction = 0.500 aainfall intensity = 2.942(in/Hr) for a 100.0 year storm Subarea runoff = 2.474<cFS) for 1.000(ac.) Total runoff = 33.850(CFS) Total area = 12.600(AC.) 5treet flow at end of street = 33.850(CFS) Half street flow at end of street = 16.925(CFS) oepth of flow = 0.539(Ft.), average velocity = 3.461(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 = 1.93(Ft.) Flow width <from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 304.000 °°°=' SUBAREA FLOW ADDITION ="°'- SINGLE FAMILY (1/4 Acre Lot) Runoff ~oefficient = 0.782 Decimal fraction soil group A= 0.000 oecimal fraction soil group e= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 • Ri index for soil(aMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 13.59 min. ~~16300100.doc Page 3 of 16 2~ • Rainfall intensity = 2.942(In/Hr) for a 100.0 year storm 5ubarea runoff = 6.211(CF5) for 2.700(ac.) Total runoff = 40.060<CFS) Total area = 15.300(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 306.000 °°°" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='°-° Top of street segment elevation = 26.900(Ft.) End of street segment elevation = 24.200(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.) oistance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street oistance 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 = 41.239(CF5) Depth of flow = 0.522(Ft.), Average velocity = 4.544(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 = 1.11(Ft.) streetflow hydraulics at midpoint of street travel: ~ Halfstreet flow width = 20.000(Ft.) Flow velocity = 4.54(Ft/s) Travel time = 0.59 min. TC = 14.18 min. adding area flow to street SINGLE FAMILY (1/4 ACr2 LOt) kunoff Coefficient = 0.793 Decimal fraction soil group a= 0.000 Decimal fraction soil group B= 0.800 oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.200 RI index for soil(AMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.875(In/Hr) for a 100.0 year storm Subarea runoff = 2.052(CF5) for 0.900(ac.) Total runoff = 42.112(CF5) rotal area = 16.Z00(ac.) Street flow at end of street = 42.112(CFS) Half street flow at end of street = 21.056(CFS) Depth of flow = 0.526(Ft.), Average velocity = 4.568(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 1.28(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 306.000 to Point/Station 307.000 °°°'~ PIPEFLOW TRAVEL TIME (Program estimated size) '°°°° Upstream point/station elevation = 24.200(Ft.) Downstream point/station elevation = 23.100(Ft.) • Pipe length = 180.00(Ft.) Manning_s N= 0.013 No. of pipes = 1 Required pipe flow 42.112(cFS) Nearest computed pipe diameter = 33.00(In.) 5~16300100.doc Page 4 of 16 ~'~ • Calculated individual pipe Normal flow depth in pipe - Flow top width inside pipe Critical oepth = 25.86(In Pipe flow velocity = 7 Travel time through pipe = Time of concentration (TC) flow = 42.112(cFS) - Z7.66(In.) = 24.31(In.) .) .93(Ft/s) 0.38 min. = 14.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 306.000 to Point/Station 307.000 °°°~ CONFLUENCE OF MAIN STREAMS ='°°^ The following data inside Main stream is listed: zn Main Stream number: 1 stream flow area = 16.200<ac.) rtunoff from this stream = 42.112(cFS) Time of concentration = 14.55 min. rtainfall intensity = 2.833(In/Hr) Program is now starting with Main 5tream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 308.000 to Point/Station 309.000 °°°=' INITIAL AREA EVALUATION =^^^ ~ U InStial area flow distance = 650.000(Ft.) Top <of initial area) elevation = 60.000(Ft.) aottom (of initial area) elevation = 33.500(Ft. oifference in elevation = 26.500(Ft.) 51ope = 0.04077 s(percent)= 4.08 TC = k(0.530)*[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 13.408 min. Rainfall intensity = 2.964(In/Hr) for a 100 UNDEVELOPED (pOOr cover) Subdred Runoff Coefficient = 0.799 Decimal fraction soil group a= 0.000 ~ecimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 21.778(CFS) Total initial stream area = 9.200(Ac aervious area fraction = 1.000 0 year storm fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 309.000 to Point/Station 307.000 -°-= PIPEFLOW TRAVEL TIME (PrOg~dRt estimated SlZ2) ='••^^ upstream point/station elevation = 33.500(Ft.) Downstream point/station elevation = 23.100(Ft.) Pipe len~th = 1475.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 21.778(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 21.778(CFS) Normal flow depth in pipe = 18.89(In.) Flow top width inside pipe = 24.75(In.) critical ~epth = 19.60(In.) Pipe flow velocity = 7.32(Ft/s) • Travel time through pipe = 3.36 min. Time of concentration (TC) = 16.77 min. 5516300100.doc Page 5 of 16 ~ ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 307.000 °°°' CONFLUENCE OF MAIN STREAMS "°-° The following data inside Main 5tream is listed: zn Main 5tream number: 2 stream flow area = 9.200<ac.) Runoff from this stream = 21.778(CFS) Time of concentration = 16.77 min. Rainfall intensity = 2.621(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 42.112 14.55 2 21.778 16.77 ~argest stream flow has longer Qp = 42.112 + sum of Qa Tb/Ta 21.778 = 0.868 = Qp = 61.019 Rainfall intensity (In/Hr) 2.833 2.621 or shorter time of concentration 18.907 rotal of 2 main streams to confluence: Flow rates before confluence point: 42.112 21.778 Area of streams before confluence: 16.200 9.200 • aesults of confluence: Total flow rate = 61.019(CFS) Time of concentration = 14.555 min. Effective stream area after confluence = 25.400(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 307.000 to Point/Station 330.000 °°°-' PIPEFLOW TRAVEL TIME (Pragrdm e5timdted SiZe) ^'°°° Upstream point/station elevation = 23.100(Ft.) Downstream point/station elevation = 20.300(Ft.) Pipe length = 350.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 61.019(CFS) Nearest computed pipe diameter = 36.00(zn.) Calculated ~ndividual pipe flow = 61.019(CFS) Normal flow depth in pipe = 30.28(rn.) Flow top width inside pipe = 26.32(In.) Critical Depth = 30.23(In.) Pipe flow velocity = 9.61<Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 15.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 307.000 to aoint/Station 330.000 °~`'`i` CONFLUENCE OF MAIN STREAMS '^°° The following data inside Main Stream is listed: In Main Stream number: 1 • Stream flow area = 25.400(AC.) Runoff from this stream = 61.019(CF5) 5516300100.doc Page 6 of 16 ~` • Time of concentration = 15.16 min. Rainfall intensity = 2.770(in/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 - ~`•c° INITIAL AREA EVALUATION '~ ° ° ° znitial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 72.000(Ft.) sottom (of initial area) elevation = 54.300(Ft.) oifference in elevartion = 17.700(Ft.) Slope = 0.01770 s(percent)= 1.77 rC = k(0.300)°'[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 10.654 min. Rainfall intensity = 3.363(In/Hr) for a 100.0 year storm COMMERCIA~ SUbdl'2d typ2 Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 ~ecimal fraction soil group a= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.842(CFS) Total initial stream area = 1.300(ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/5tation 312.000 to aoint/Station 313.000 ` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '~ Top of street segment elevation = 54.300(Ft.) End of street segment elevation = 42.500(Ft.) Length of street segment = 540.000(Ft.) Height of curb above gutter flowline = 6.0(2n.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 street flow is on [2] side(s) of the street oistance 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 flawline = 2.000(In.) Manning's N in gutter = 0.0150 rvtanning'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 = 5.172(CFS) oepth of flow = 0.291(Ft.), average velocity = 2.956(Ft/s) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.343(Ft.) Flow velocity = 2.96(Ft/s) Travel time = 3.04 min. TC = 13.70 min. ndding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 oecimal fraction soil group B= 1.000 • oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 2I index for soil(qMC 2) = 56.00 5516300100.doc Page 7 of 16 3~^ • Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.929(In/Hr) for a 100.0 year storm Subarea runoff = 2.310(CFS) for 0.900(AC.) Total runoff = 6.152(CFS) Total area = 2.200(ac.) Street flow at end of street = 6.152(CF5) Half street flow at end of street = 3.076(CFS) ~epth of flow = 0.305(Ft.), Average velocity = 3.072(Ft/s) Flow width (from curb towards crown)= 10.109(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 310.000 °°°' SUBAREA FLOW ADDITION ="°°° SINGLE FAMILY (1/4 Acre Lot) ttunoff Coefficient = 0.781 Decimal fraction soil group A= 0.000 ~ecimal fraction soil group a= 1.000 oecimal fraction soil group c= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 13.70 min. Rainfall intensity = 2.929(In/Hr) for a 100.0 year storm 5ubarea runoff = 10.301(CFS) for 4.500<AC.) Total runoff = 16.453(CFS) Total area = 6.700(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 313.000 to Point/Station 314.000 ••-••= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~'-~~^ • Top of street segment elevation = 42.500(Ft.) End of street segment elevation = 24.200(Ft.) Length of street segment = 620.000<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) = 0.017 Slope from grade break to crown (v/hz) = 0.017 5treet 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 = 20.627<cFS) Depth of flow = 0.401(Ft.), Average velocity = 4.570(Ft/s) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.808(Ft.) Flow velocity = 4.57(Ft/s) 7ravel time = 2.26 min. Tc = 15.96 min. Adding area flow to street SINGLE FAMILY (1/4 ACr2 LOt) rtunoff Coefficient = 0.801 oecimal fraction soil group a= 0.000 ~ecimal fraction soil group a= 0.600 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.400 • Ri index for soil(arvtc 2) = 63.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.693(In/Hr) for a 100.0 year storm 5516300100.doc Page 8 of 16 ~ 5ubarea runoff = 7.331(CFS) for 3.400(ac.) • Total runoff = 23.784<CFS) Total area = 10.100<ac.) 5treet flow at end of street = 23.784(cFS) Half street flow at end of street = 11.892(cFS) Depth of flow = 0.417(Ft.), average velocity = 4.729(Ft/s) Flow width (from curb towards crown)= 16.739<Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 314.000 to Point/Station 315.000 -°~= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =-~~- Top of street segment elevation = 24.200(Ft.) End of street segment elevation = 21.600(Ft.) ~ength of street segment = 325.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) oistance from crown to crossfall grade break = 18.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 5treet 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 = 25.433<cFS) Depth of flow = 0.505(Ft.), Average velocity = 3.044(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 = 0.25(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = Z0.000(Ft.) Flow velocity = 3.04(Ft/s) Travel time = 1.78 min. TC = 17.74 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 oecimal fraction soil group A= 0.000 oecimal fraction soil group s= 0.800 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.200 aI index for soil(AMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.541(In/Hr) for a 100.0 year storm Subarea runoff = 2.784(CFS) for 1.400(AC.) Total runoff = 26.568(CFS) Total area = 11.500(AC.) street flow at end of street = 26.568(CF5) Half street flow at end of street = 13.284<cFS) Depth of flow = 0.512(Ft.), Average velocity = 3.077(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 = 0.59(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 316.000 to aoint/5tation 317.000 °°°° SUBAREA FLOW ADDITION °°°° • SINGLE FAMILY (1/4 acre LOt) Runoff Coefficient = 0.789 5516300100.doc Paee 9 of 16 7` • ~ecimal fraction soil group a= 0.000 ~ecimal fraction soil group s= 0.700 Decimal fraction soil group C= 0.000 ~ecimal fraction soil group ~= 0.300 Rz index far soil<aMC 2) = 61 J 0 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 17.74 min. Rainfall intensity = 2.541(In/Hr) for a 100.0 year storm 5ubarea runoff = 10.431(CF5) for 5.200<nc.) Total runoff = 37.000<CFS) Total area = 16.700(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to aoint/Station 330.000 --••=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =••••~• rop of street segment elevation = Z1.600(Ft.) End of street segment elevation = 20.300<Ft.) ~ength of street segment = 80.000<Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) oistance from crown to crossfall grade break = 18. 000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 street flow is on [2] side(s) of the street oistance from curb to property line = 10.000(Ft.) 51ope from curb to property line (v/hz) = 0.020 ~utter width = 2.000(Ft.) Gutter hike from flowline = Z.000(rn.) 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 = 37.664<cFS) oepth of flow = 0.511(Ft.), average velocity = 4 .380(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 = 0.54(Ft.) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000<Ft.) Flow velocity = 4.38(Ft/s) rravel time = 0.30 min. Tc = 18.04 min. adding area flow to street SINGLE FAMILY (1/4 ACr2 LOt) Runoff Coefficient = 0.832 Decimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; zmpervious fraction = 0.500 Rainfall intensity = 2.517(zn/Hr) for a 100.0 year storm 5ubarea runoff = 1.257(CFS) for 0.600(AC.) Total runoff = 38.257<cFS) rotal area = 17.300(ac.) Street flow at end of street = 38.257(CFS) Half street flow at end of street = 19.128<cFS) Depth of flow = 0.513(Ft.), Average velocity = 4 .397<Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 0.67(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 315.000 to Point/station 330.000 / ~7 5516300100.doc Paee 10 of 16 • """=" CONFLUENCE OF MAIN STREAMS =~="" The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.300(ac.) rtunoff from this stream = 38.257(cFS) Time of concentration = 18.04 min. ttainfall intensity = 2.517<zn/Hr) Summary of stream data: 5tream Flow rate Tc rtainfall intensity No. (cF5) (min) (In/Hr) 1 61.019 15.16 2.770 2 38.257 18.04 2.517 Largest stream flow has longer or shorter time of concentration Qp = 61.019 + sum of Qa Tb/Ta 38.257 '~ 0.840 = 32.147 Qp = 93.166 Total of 2 main streams to confluence: Flow rates before confluence point: 61.019 38.257 area of streams before confluence: 25.400 17.300 rtesults of confluence: Total flow rate = 93.166(CFS) • Time of concentration = 15.162 min. _ Effective stream area after confluence 42.700(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/station 318.000 ••••••tr PIPEFLOW TRAVEL TIME (Program estimated size) *••°•• upstream point/station elevation = 20.300(Ft.) Downstream point/station elevation = 7.000(Ft.) Pipe len~th = 573.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 93.166(CF5) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 93.166(CF5) Normal flow depth in pipe = 27.14(In.) Flow top width inside pipe = 31.01(zn.) Critical depth could not be calculated. aipe flow velocity = 16.31(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 15.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/5tation 318.000 °°°=' CONFLUENCE OF MAIN STREAMS "°°- The following data inside Main Stream is li In Main stream number: 1 5tream flow area = 42.700(AC.) Runoff from this stream = 93.166(CF5) • rime of concentration = 15.75 min. Rainfall intensity = 2.713(In/Hr) arogram is now starting with Main Stream No iT 5516300100.doc Page ll of 16 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 -°°~ INITIAL AREA EVALUATION `°-° initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 36.400(Ft.) Bottom (of initial area) elevation = 31.100(Ft.) oifference in elevation = 5.300(Ft.) Slope = 0.00964 s(percent)= 0.96 TC = k(0.390)~[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 12.315 min. Rainfall intensity = 3.106(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.786 Decimal fraction soil group A= 0.000 oecimal fraction soil group a= 1.000 Decimal fraction soil group C= 0.000 oecimal fraction soil group o= 0.000 RI index for soil(aMC 2) = 56.00 aervious area fraction = 0.500; Impervious fraction = 0.500 znitial subarea runoff = 11.481(CFS) Total initial stream area = 4.700(AC.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 320.000 to Pointjstation 321.000 "'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "**'° • Top of street segment elevation = 31.100(Ft.) End of street segment elevation = 18.600(Ft.) ~ength of street segment = 750.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) oistance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 5treet 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 trom grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.411(Ft.), average velocity = 3 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.351(Ft.) Flow velocity = 3.50(Ft/5) Travel time = 3.57 min. TC = 15.88 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) aunoff Coefficient = 0.781 Decimal fraction soil group a= 0.000 ~ecimal fraction soil group e= 0.900 ~ecimal fraction soil group C= 0.000 ~ecimal fraction soil group o= 0.100 RI index for soil(AMC 2) = 57.90 000(Ft 16.855<CF5) 504<Ft/s) • Pervious area fraction = 0.500; impervious fraction = 0.500 Rainfall intensity = 2.700(zn/Hr) for a 100.0 year storm Subarea runoff = 9.281<CFS) for 4.400(ac.) ~~ 5516300100.doc Page 12 of 16 • Total runoff = 20.762(CF5) Total area = 9.100(ac.) street flow at end of street = 20.762(CFS) Half street flow at end of street = 10.381<CFS) Depth of flow = 0.435(Ft.), nverage velocity = 3.685(Ft/s) Flow width <from curb towards crown)= 17.771(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 322.000 °°~~°" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =••-~ Top of street segment elevation = 18.600(Ft.) End of street segment elevation = 16.500(Ft.) Length of street segment = 180.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) 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) = 0.017 51ope from grade break to crown (v/hz) = 0.017 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 = oepth of flow = 0.467(Ft.), average velocity = 3 streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 19.677(Ft.) Flow velocity = 3.28(Ft/s) Travel time = 0.91 min. TC = 16.80 min. Adding area flow to street SINGLE FAMILY (1/4 ACr2 LOt) Runoff Coefficient = 0.811 ~ecimal fraction soil group a= 0.000 oecimal fraction soil group B= 0.400 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.600 RI index for soil(aMC 2) = 67.40 Pervious area fraction = 0.500; impervious fraction Rainfall intensity = 2.619(In/Hr) for a 100.0 subarea runoff = 3.186(CFS) for 1.500<AC.) 7ota1 runoff = 23.948(CF5) rotal area = Street flow at end of street = Z3.948(CF5) Half street flow at end of street = 11.974<CFS) Depth of flow = 0.475(Ft.), Average velocity = 3 Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) 22.474(CF5) 282(Ft/s) = 0.500 year storm 10.600(ac.) 345(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 322.000 to Point/5tation 323.000 -°°=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION A°-° Top of street segment elevation = 16.500(Ft.) End of street segment elevation = 15.600(Ft.) ~ength af street segment = 180.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) width of half street (curb to crown) = 20.000(Ft.) ~ ~istance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 ~ 5516300100.doc Page 13 of 16 • 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 = 0.0500 Estimated mean flow rate at midpoint of street = 31.743(CFS) oepth of flow = 0.780(Ft.), Average velocity = 1 .383(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 13.99(Ft.) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 1.38<Ft/s) Travel time = 2.17 min. TC = 18.97 min. ndding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.779 oecimal fraction soil group A= 0.000 ~ecimal fractio~ soil group e= 0.800 Decimal fraction soil group C= 0.000 ~ecimal fraction soil group D= 0.200 RI index for soil(AMC 2) = 59.80 aervious area fraction = 0.500; zmpervious fraction = 0.500 Rainfall intensity = 2.449(In/Hr) for a 100.0 year storm 5ubarea runoff = 13.173(CFS) for 6.900(ac.) Total runoff = 37.121(CFS) Total area = 17.500(AC.) 5treet flow at end of street = 37.121(cF5) Half street flow at end of street = 18.561<cFS) • ~epth of flow = 0.818(Ft:), average velocity = 1. 472(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 = 15.88(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 323.000 to Point/Station 324.000 °°°'` PIPEFLOW TRAVEL TIME (Program estimated size) =°°° Upstream point/station elevation = 16.500(Ft.) oownstream point/station elevation = 7.000(Ft.) Pipe length = 257.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 37.121(CFS) Nearest computed pipe diameter = 24.00<In.) Calculated individual pipe flow = 37.121(CFS) Normal flow depth in pipe = 17.06(In.) Flow top width inside pipe = 21.76(In.) Critical depth could not be calculated. Pipe flow velocity = 15.55(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 19.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 323.000 to Point/station 324.000 °-°~` CONFLUENGE OF MAIN STREAMS "°°° The following data inside Main Stream is listed: • zn rvtain stream number: 2 Stream flow area = 17.500(AC.) Runoff from this stream = 37.121<CFS) 5516300100.doc Page 1=t of 16 ~ • Time of concentration = 19.24 min. Rainfall intensity = 2.430(In/Hr) Program is now starting with Main stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 327.000 °°-=' INITIAL AREA EVALUATION ="--~ Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 23.100(Ft.) sottom (of initial area) elevation = 13.300(Ft.) Difference in elevation = 9.800(Ft.) 51ope = 0.01065 s(percent)= 1.07 Tc = k(0.390)"[(length~3)/(elevation change)]~0:2 Initial area time of concentration = 14.828 m~n. Rainfall intensity = 2.804(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.784 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.900 Decimal fraction soil group C= 0.000 oecimal fraction soil group ~= 0.100 RI index for soil(aMC 2) = 57.90 Pervious area fraction = 0.500; impervious fraction = 0.500 Initial subarea runoff = 12.758(CFS) Total initial stream area = 5.800(AC.) Pervious area fraction = 0.500 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/5tation 328.000 ~'``h PIPEFLOW TRAVEL TIME (PrOgrdm eStimated SiZe) ="--° Upstream point/station elevation = 13.000(Ft.) ~ownstream point/station elevation = 7.000<Ft.) Pipe len~th = 250.00(Ft.) Manning's N= 0.013 No. of p~pes = 1 Required pipe flow = 12.758(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 12.758<CF5) Normal flow depth in pipe = 12.00<In.) Flow top width inside pipe = 16.97(In.) Critical Depth = 16.12(In.) Pipe flow velocity = 10.19(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 15.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/5tation 327.000 to Point/5tation 328.000 ^^^~ CONFWENCE OF MAIN STREAMS ~°°° The following data inside Main Stream is listed: in Main Stream number: 3 Stream flow area = 5.800(AC.) Runoff from this stream = 12.758(CFS) Time of concentration = 15.24 min. Rainfall intensity = 2.763(zn/Hr) 5ummary of stream data: 5tream Flow rate rC Rainfall zntensity ~ NO. (CFS) (min) (In/H~) ~~ 5516300100.doc Page 15 of 16 • 1 93.166 15.75 2.713 2 37.121 19.24 2.430 3 1Z.758 15.Z4 2.763 Largest stream flow has longer or shorter time Qp = 93.166 + sum of Qd Tb/Td 37.121 '° 0.818 = 30.382 Qb Ia/zb 12.758 ' 0.982 = 12.529 Qp = 136.077 Total of 3 main streams to confluence: Flow rates before confluence point: 93.166 37.121 12.758 qrea of streams before confluence: 42.700 17.500 5.800 of concentration Results of confluence: Total flow rate = 136.077(CFS) rime of concentration = 15.748 min. Effective stream area after confluence = 66.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 327.000 to aoint/5tation 328.000 °""''` SUBAREA FLOW ADDITION '°°°° UNDEVELOPED (pOOr COVer) SUbd~ed aunoff coefficient = 0.837 . oecimal fraction soil group ,a = 0.000 ~ecimal fraction soil group a= 0.200 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.800 rtz index for soil(nrvic 2) = 86.80 Pervious area fraction = 1.000; zmpervious fraction = 0.000 Time of concentration = 15.75 min. Rainfall intensity = 2.713(In/Hr) for a 100.0 year storm Subarea runoff = 4.089(CFS) for 1.800(AC.) Total runoff = 140.166(CF5) Total area = 67.800<ac.) End of computations, total study area = 67.80 (nc.) The following fiyures may be used for a um t hydrograph study of the same area. area averaged pervious area fraction(ap) = 0.568 Area averaged RI index number = 64.1 n LJ ~` ~516300100.doc Page 16 of 16 ~ ~ ~ 100 YEAR RATIONAL ~~ • Riverside County Rational Hydrology arogram CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study ~ate: 04/11/03 File:5516200100.out ----------- --------------- -- ------------ ---- Taacr 29961 ~oe No5.5516 100-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD BASIN-200 ADKAN ENGINEERS ------------ ------ ------------------------------------ °••°°-'*°~-' Hydrology study Control rnformation °°°-°----- English (in-lb) Units used in input data file -------------------------------------------------- ADKAN Engineers, aiverside, California - 5/N 561 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 5tandard intensity-duration curves For the [ Murrieta,Tmc,Rnch CaNOro 10 year storm 10 minute intensity 10 year storm 60 minute intensity 100 year storm 10 minute intensity 100 year storm 60 minute intensity data (Plate D-4.1) ~ ] area used. = 2.360(In/Hr) = 0.880(In/Hr) = 3.480(In/Hr) = 1.300(In/Hr) • Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 ° ^ °'` INITIAL AREA EVALUATION '°''** rnitial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 26.800(Ft.) Bottom <of initial area) elevation = 23.300(Ft.) oifference in elevation = 3.500(Ft.) slope = 0.00700 s(percent)= 0.70 rC = k(0.390)=[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 12.637 min. Rainfall intensity = 3.062(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 ACI'2 LOt) rtunoff Coefficient = 0.798 oecimal fraction soil group A= 0.000 oecimal fraction soil group s= 0.800 oecimal fraction soil group C= 0.000 oecimal fraction soil group o= 0.200 RI index for soil(AMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 • rnitial subarea runoff = 3.666(CFS) rotal initial stream area = 1.500<AC.) Pervious area fraction = 0.500 ~~ ~516200100.doc Page 1 of 18 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/station 202.000 ---=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °~•°- Top of street segment elevation = 23.300(Ft.) End of street segment elevation = 19.300(Ft.) ~ength of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. 000(Ft.) slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 5treet 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 = S.O10(CFS) oepth of flow = 0.313(Ft.), Average velocity = 2 .307(Ft/s) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.588(Ft.) Flow velocity = 2.31(Ft/s) Travel time = 2.46 min. TC = 15.09 min. adding area flow to street SINGIE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.809 • oecimal fraction soil group A= 0.000 oecimal fraction soil group a= 0.500 oecimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.500 RI index for soil(aMC 2) = 65.50 aervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.777(In/Hr) for a 100.0 year storm Subarea runoff = 2.472(CF5) for 1.100(AC.) Total runoff = 6.138(CFS) Total area = 2.600(AC.) Street flow at end of street = 6.138(CF5) Half street flow at end of street = 3.069<cF5) oepth of flow = 0.329(Ft.), average velocity = 2 .417(Ft/s) Flow width <from curb towards crown)= 11.566(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station Z03.000 to Point/5tation 204.000 °°°'` SUBAREA FLOW ADDITION ''^^^ SINGLE FAMILY (1/4 Acre Lot) rtunoff Coefficient = 0.832 Decimal fraction soil group A= 0.000 Decimal fraction soil group e= 0.100 oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.900 RI index for soil(AMC 2) = 73.10 Pervious area fraction = 0.500; Impervious fraction = 0.500 rime of concentration = 15.09 min. aainfall intensity = 2.777<In/Hr) for a 100.0 year storm 5ubarea runoff = 4.855(CFS) for 2.100(AC.) Total runoff = 10.993(CFS) Total area = 4.700(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~~ 5516200100.doc Page 2 of IS • • Process from aoint/5tation 202.000 to Point/5tation 205.000 -°°° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ="-°~• rop of street segment elevation = 19.300(Ft.) End of street seqment elevation = 12.500(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16. 51ope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) 51ope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(zn.) 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 = 0.429(Ft.), nverage velocity = 2 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.421(Ft.) Flow velocity = 2.95<Ft/s) Travel time = 3.50 min. TC = 18.59 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 Decimal fraction soil group A= 0.000 Decimal fraction soil group a= 0.800 Decimal fraction soil group C= 0.000 oecimal fraction soil group o= 0.200 RI index for soil(nMC 2) = 59.80 Pervious area fraction = 0.500; rmpervious fraction Rainfall intensity = 2.476(In/Hr) for a 100.0 5ubarea runoff = 8.310(CF5) for 4.300(ac.) Total runoff = 19.303<CFS) Total area = Street flow at end of street = 19.303(CF5) Half street flow at end of street = 9.651(CFS) Depth of flow = 0.449(Ft.), nverage velocity = 3 Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 000(Ft 16.021(CPS) 953(Ft/s) = 0.500 year storm 9.000(AC.) 140(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 ~•-'•=' STREET F~OW TRAVEL TIME + SUBAREA FLOW ADDITION '~•^- • Top ot street segment elevation = 12.500(Ft.) End of street segment elevation = 11.000(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(rn.) Width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16.000(Ft Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 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 = Z.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 ~~ ~516200100.doc Page 3 of 18 Estimated mean flow rate at midpoint of street = 20.375<CFS) • Depth of flow = 0.496(Ft.), Average velocity = 2 .600(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.60(Ft/s) Travel time = 1.76 min. TC = 20.35 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff coefficient = 0.783 Decimal fraction soil group a= 0.000 Decimal fraction soil group a= 0.700 Decimal fraction soil group C= 0.000 Decimal fraction soil group ~= 0.300 RI index for soil(aMC 2) = 61.70 Pervious area fraction = 0.500; Impervious fraction = 0.500 aainfall intensity = 2.356(zn/Hr) for a 100.0 year storm 5ubarea runoff = 1.845(CFS) for 1.000(AC.) Total runoff = 21.147(CFS) Total area = 10.000(AC.) Street flow at end of street = 21.147(CFS) Half street flow at end of street = 10.574(cFS) oepth of flow = 0.501(Ft.), average velocity = 2. 635(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 0.06(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 °°^=' SUBAREA FLOW ADDITION ^'^^^ AA, • SINGLE FAMILY (1/4 ACfe LOt) ttunoff Coefficient = 0.761 Decimal fraction soil group A= 0.000 oecimal fraction soil group a= 1.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(aMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 20.35 min. Rainfall intensity = 2.356(In/Hr) for a 100.0 year storm 5ubarea runoff = 7.176(CFS) for 4.000(AC.) Total runoff = 28.323(CFS) Total area = 14.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/5tation 209.000 -••-=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '°-••~• Top of street segment elevation = 11.000(Ft.) End of street segment elevation = 9.200(Ft.) ~ength of street segment = 300.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) width of half street (curb to crown) = 18.000(Ft.) ~istance from crown to crossfall grade break = 16.000(Ft Slope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown <v/hz) = 0.017 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 ! `J" 5516200100.doc Page 4 of 18 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 = 29.537<cFS) Depth of flow = 0.553(Ft.), Average velocity = 2 .940(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 2.67(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.94(Ft/s) Travel time = 1.70 min. TC = 22.06 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.757 Decimal fraction soil group a= 0.000 ~ecimal fraction soil group a= 1.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group ~= 0.000 RI index far soil(aMC 2) = 56.00 Pervious area fraction = 0.500; zmpervious fraction = 0.500 aainfall intensity = 2.254(In/Hr) for a 100.0 year storm Subarea runoff = 2.048(CF5) for 1.200(ac.) Total runoff = 30.372(CFS) Total area = 15.200(AC.) Street flow at end of street = 30.372(cFS) Half street flow at end of street = 15.186<cF5) ~epth of flow = 0.559(Ft.), average velocity = 2. 958(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 = 2.93(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 210.000 to Point/Station 211.000 °°°'~ SUBAREA FLOW ADDITION `--•` SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.767 ~ecimal fraction soil group a= 0.000 oecimal fraction soil group a= 0.800 Decimal fraction soil group C= 0.200 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 58.60 aervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 22.06 min. Rainfall intensity = 2.254(In/Hr) for a 100.0 year storm Subarea runoff = 6.054(CF5) for 3.500(ac.) Total runoff = 36.426(CFS) Total area = 18.700(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 209.000 to Point/Station 212.000 ^^^~' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =°°° • Top of street segment elevation = 9.200(Ft.) End of street segment elevation = 8.500(Ft.) Length of street segment = 120.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 5treet flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) ~~ 5516200100.doc Page 5 of 18 ~ Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) ~utter hike from flowline = 2.000(zn.) 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 = 37.303(CFS) oepth of flow = 0.602(Ft.), average velocity = 3.065(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 = 5.10(Ft.) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.06(Ft/s) Travel time = 0.65 min. TC = 22.71 min. adding area flow to street SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.756 oecimal fraction soil group A= 0.000 oecimal fraction soil group e= 1.000 ~ecimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil<aMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.218(rn/Hr) for a 100.0 year storm Subarea runoff = 1.509(CF5) for 0.900<AC.) Total runoff = 37.935(CFS) Total area = 19.600(AC.) Street flow at end of street = 37.935(CFS) Half street flow at end of street = 18.967(CFS) Depth of flow = 0.605(Ft.), Average velocity = 3.076(Ft/s) Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 5.27(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 °^°" PIPEF~OW TRAVEL TIME (PrOgrdm estimdted Size) '°°°° upstream point/station elevation = 8.500(Ft.) oownstream point/station elevation = 6.100(Ft.) Pipe length = 375.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 37.935(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated rndividual pipe flow = 37.935(cFS) Normal flow depth in pipe = 24.40(zn.) Flow top width inside pipe = 28.97(zn.) Critical Depth = 24.60(In.) Pipe flow velocity = 8.06<Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 23.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 212.000 to Point/station 213.000 ^^^` CONFLUENCE OF MAIN STREAMS '`°°° rhe following data inside Main stream is listed: In Main Stream number: 1 Stream flow area = 19.600(ac.) • Runoff from this stream = 37.935(CF5) Time of concentration = 23.48 min. Rainfall intensity = 2.178(In/Hr) ~~ 5~16200100.doc Page 6 of 18 • Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 214.000 to Point/Station 215.000 ~`^ °'` INITIAL AREA EVALUATION '~ ° ° ^ Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 26.600(Ft.) sottom (of initial area) elevation = 23.000(Ft. Difference in elevation = 3.600(Ft.) Slope = 0.00706 s(percent)= 0.71 rC = k(0.390)'[(length~3)/(elevation change)]~0.2 initial area time of concentration = 12.716 min. aainfall intensity = 3.052(zn/Hr) for a 100 SINGLE FAMILY (1/4 ACI'2 LOt) aunoff Coefficient = 0.785 oecimal fraction soil group A= 0.000 Decimal fraction soil group 6= 1.000 oecimal fraction soil group ~= 0.000 Decimal fraction soil group D= 0.000 ar index for soil(arvtC 2) = 56.00 0 year storm Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.833(CFS) rotal initial stream area = 1.600(nc.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/5tation 216.000 ""^=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =••~•^ • Top of street segment elevation = 23.000(Ft.) End of street segment elevation = 20.800(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 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 = 6.827(CFS) Depth of flow = 0.380(Ft.), average velocity = 1.770(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.534(Ft.) Flow velocity = 1.77(Ft/s) Travel time = 4.24 min. TC = 16.95 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff coefficient = 0.804 Decimal fraction soil group A= 0.000 oecimal fraction soil group a= 0.500 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.500 • RI index for soil(AMC 2) = 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 ttainfall intensity = 2.605(in/tir) for a 100.0 year storm 5516200100.doc Page 7 of 18 "`~~ ~ Subarea runoff = 5.240(CFS) for Total runoff = 9.072<CF5) T Street flow at end of street = 9 Half street flow at end of street = Depth of flow = 0.410(Ft.), Average Flow width (from curb towards crown)= 2.500(AC.) ~tal area = 4.100(AC.) .072(CFS) 4.536(CFS) velocity = 1.895(Ft/s) 16.310(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 217.000 to Point/Station 218.000 °°°=" SUBAREA FLOW ADDITION *^°° SINGLE FAMILY (1/4 AcPe Lot) Runoff coefficient = 0.771 Decimal fraction soil group a= 0.000 Decimal fraction soil group B= 1.000 oecimal fraction soil group C= 0.000 oecimal fraction soil group o= 0.000 RI index for sail(aMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 16.95 min. Rainfall intensity = 2.605(In/Hr) for a 100.0 year storm Subarea runoff = 1.808(CFS) for 0.900(AC.) Total runoff = 10.880(CFS) Total area = 5.000(nc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 219.000 °-^~` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ^^-- ~ rop of street segment elevation = 20.800(Ft.) End of street segment elevation = 16.500(Ft.) Length of street segment 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) ~istance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street ~istance 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<zn.) 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.S1Z(CFS) Depth of flow = 0.390(Ft.), Average velocity = 3.006(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.140(Ft.) Flow velocity = 3.01(Ft/s) Travel time = 1.77 min. TC = 18.73 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 Decimal fraction soil group A= 0.000 Decimal fraction soil group 6= 0.000 oecimal fraction soil group C= 0.000 ~ecimal fraction soil group ~= 1.000 RI index for soil(aMC 2) = 75.00 aervious area fraction = 0.500; zmpervious fraction = 0.500 ~ aainfall intensity = 2.466(in/Hr) for a 100.0 year storm Subarea runoff = 3.076(CFS) for 1.500<ac.) rotal runoff = 13.956(cFS) Total area = 6.500(AC.) ~6 5516200100.doc Page 8 of 18 • street flow at end of street = 13.956<CFS) Half street flow at end of street = 6.978(CFS) Depth of flow = 0.40Z(Ft.), Average velocity = 3.086(Ft/s) Flow width (from curb towards crown)= 15.825(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 219.000 ••°°' SUBAREA FLOW ADDITION ='~~°~ SINGLE FAMILY (1/4 Acre Lot) ~-~~ Runoff Coefficient = 0.800 Decimal fraction soil group a= 0.000 Decimal fraction soil group a= 0.500 Decimal fraction soil group C= 0.000 Decimal fraction soil group ~= 0.500 Rs index for soil(aMC 2) = 65.50 Pervious area fraction = 0.500; smpervious fraction = 0.500 Time of concentration = 18.73 min. Rainfall intensity = 2.466(zn/Hr) for a 100.0 year storm Subarea runoff = 3.553<CFS) for 1.800<ac.) Total runoff = 17.508(CFS) rotal area = 8.300<ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 219.000 to Point/station 221.000 °°""d` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION `°^^ Top ot street segment elevation = 16.500(Ft.) End of street segment elevation = 14.800(Ft.) • Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown <v/hz) = 0.017 5treet 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 trom gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.352(CFS) Depth of flow = 0.457(Ft.), Average velocity = 2 .850(Ft/s) rvote: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.85(Ft/s) Travel time = 1.17 min. TC = 19.90 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) rtunoff Coefficient = 0.784 Decimal fraction soil group A= 0.000 Decimal fraction soil group a= 0.700 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.300 Rz index for soil(nMC 2) = 61.70 Pervious area fraction = 0.500; Impervious fraction = 0.500 aainfall intensity = 2.386(In/Hr) for a 100.0 year storm Subarea runoff = 1.496(CF5) for 0.800(ac.) . Total runoff = 19.005(CFS) Total area = 9.100(AC.) Street flow at end of street = 19.005(CF5) 5516200100.doc Page 9 of 18 7` ~ Half street flow at end of street = 9.502<cFS) Depth of flow = 0.461(Ft.), Average velocity = 2.890(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to aoint/5tation 223.000 "^ •~ ~` SUBAREA FLOW ADDITION °'° •• •• SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 ~ecimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 19.90 min. 2ainfall intensity = 2.386(In/Hr) for a 100.0 year storm Subarea runoff = 3.957(CFS) for 2.000(AC.) Total runoff = 22.962(CFS) Total area = 11.100(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 224.000 °°^" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~`^^° Top of street segment elevation = 14.500(Ft.) End of street segment elevation = 7.200(Ft.) . ~ength of street segment = 630.000(Ft.) Height of curb above gutter flowline 6.0(In.) width of half street (curb to crown) 18.000<Ft.) oistance from crown to crossfall grade break = 16.000(Ft 51ope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 5treet flow is on [2] side(s) af 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 = oepth of flow = 0.483(Ft.), average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.64(Ft/s) Travel time = z.89 min. TC = 22.78 min. Adding area flow to street SINGLE FAMILY (1/4 ACr2 LOt) Runoff coefficient = 0.785 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.300 Decimal fraction soil group D= 0.200 tti index for soil(aMC 2) = 63.70 26.789(CF5) 3.637(Ft/s) Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.214(In/Hr) for a 100.0 ~ 5ubarea runoff = 6.432(CFS) for 3.700(AC.) Total runoff = 29.394(CF5) Total area = street flow at end of street = 29.394(cFS) = 0.500 year storm 14.800(AC.) ~y 5516200100.doc Page 10 of 18 • Half street flow at end of street = 14.697(cFS) Depth of flow = 0.495<Ft.), average velocity = 3.773(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000<Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 224.000 to Point/Station 213.000 -°°° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =-^° Top ot street segment elevation = 7.200(Ft.) End of street segment elevation = 6.100(Ft.) Length of street segment = 195.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street <curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. 000(Ft.) slope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 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.) Ma~ning'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 = 30.387(CFS) Depth of flow = 0.565(Ft.), average velocity = 2 .889(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. ~ ~istance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: 3.23(Ft.) Halfstreet flow width = 18.000<Ft.) Flow velocity = 2.89(Ft/s) Travel time = 1.13 min. TC = 23.91 min. Adding area flow to street SINGLE FAMILY (1/4 ACI'e LOt) rtunoff Coefficient = 0.778 Decimal fraction soil group A= 0.000 ~ecimal fraction soil group B= 0.500 ~ecimal fraction soil group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.156(In/Hr) for a 100.0 year storm subarea runoff = 1.678<cFS) for 1.000(ac.) Total runoff = 31.072(CF5) Total area = 15.800(ac.) Street flow at end of street = 31.072(cFS) Half street flow at end of street = 15.536(CF5) Depth of flow = 0.569(Ft.), average velocity = 2. 903(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. ~istance that curb overflow reaches into property = 3.45(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 224.000 to Point/Station 213.000 °°°" CONFWENCE OF MAIN STREAMS "^°° The following data inside Main 5tream is listed: ~ In Main Stream number: 2 5tream flow area = 15.800Cac.) Runoff from this stream = 31.072(CF5) ~3 5516200100.doc Page 11 of 18 ~ Time of concentration = 23.91 min. Rainfall intensity = 2.156(In/Hr) 5ummary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/H~) 1 37.935 23.48 2.178 2 31.072 23.91 2.156 ~argest stream flow has longer or shorter time of concentration Qp = 37.935 + sum of Qa rb/ra 31.072 A 0.982 = 30.520 Qp = 68.455 Total of 2 main streams to confluence: Flow rates before confluence point: 37.935 31.072 Area of streams before confluence: 19.600 15.800 Results of confluence: Total flow rate = 68.455(CF5) Time of concentration = 23.483 min. Effective stream area after confluence = 35.400(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station Z13.000 to Point/station 225.000 ^"A~ PIPEFLOW TRAVEL TIME (PrOgrdm e5timdted size) '` upstream point/station elevation = 6.100(Ft.) ~ownstream point/station elevation = 5.000(Ft.) Pipe len~th = 185.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 68.455(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 68.455(CF5) Normal flow depth in pipe = 30.66(zn.) Flow top width inside pipe = 37.30(In.) Critical ~epth = 31.14(zn.) Pipe flow velocity = 9.10(Ft/s) rravel time through pipe = 0.34 min. Time of concentration (TC) = 23.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from aoint/Station 213.000 to Point/5tation 225.000 ""'~`'` CONFLUENCE OF MAIN STREAMS ="°°° The following data inside Main 5tream is listed: In rvtain Stream number: 1 Stream flow area = 35.400(AC.) ttunoff from this stream = 68.455(CF5) Time of concentration = Z3.82 min. aainfall intensity = 2.161(zn/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/station 226.000 to Point/5tation 227.000 " INITIAL AREA EVALUATION =" ~~ 5516200100.doc Page 12 of 18 ~ Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 22.800(Ft.) aottom (of initial area) elevation = 16.800<Ft.) ~ifference in elevation = 6.000(Ft.) slope = 0.01000 s(percent)= 1.00 TC = k(0.390)'[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 12.657 min. Rainfall intensity = 3.059(zn/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.843 oecimal fraction soil group A= 0.000 oecimal fraction soil group a= 0.000 oecimal fraction soil group C= 0.000 oecimal fraction soil group D= 1.000 Rz index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; impervious fraction = 0.500 Initial subarea runoff = 1.805(CFS) Total initial stream area = 0.700(ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station Z27.000 to Point/Station 228.000 -••-` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='*="A Top ot street segment elevation = 16.800(Ft.) End of street segment elevation = 16.200(Ft.) Length of street segment = 135.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16.000(Ft.) ~ slope from gutter to grade break (v/hz) 0.017 = slope from grade break to crown (v/hz) 0.017 street flow is on [2] side(s) of the street oistance 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 = 3.224(CFS) ~epth of flow = 0.316(Ft.), average velocity = 1 .433(Ft/s) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.803<Ft.) Flow velocity = 1.43(Ft/s) Travel time = 1.57 min. TC = 14.23 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.840 Decimal fraction soil group A= 0.000 oecimal fraction soil group e= 0.000 Decimal fraction soil group C= 0.000 oecimal fraction soil group D= 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.869(In/Hr) for a 100.0 year storm Subarea runoff = Z.650(CFS) for 1.100(ac.) Total runoff = 4.455(CFS) Total area = 1.800(AC.) 5treet flow at end of street = 4.455(CF5) Half street flow at end of street = 2.227(CFS) Depth of flow = 0.344(Ft.), Average velocity = 1. 544(Ft/s) ~ Flow width (from curb towards crown)= 12.415(Ft.l ~~ 5516200100.doc Page 13 of 18 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 229.000 to Point/Station 230.000 ---~ SUBAREA FLOW ADDITION ~-~•° SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.840 Decimal fraction soil group a= 0.000 Decimal fraction soil group a= 0.000 oecimal fraction soil group C= 0.000 oecimal fraction soil group o= 1.000 az index for soil(nMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 7ime of concentration = 14.23 min. Rainfall intensity = 2.869(In/Hr) for a 100.0 year storm Subarea runoff = 6.986(CFS) for 2.900(AC.) Total runoff = 11.441(CFS) Total area = 4.700(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/station 228.000 to aoint/Station 231.000 -••-A STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "--^ ~' . Top ot street segment elevation = 16.200(Ft.) End of street segment elevation = 12.600<Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 18.000(Ft.) oistance from crown to crossfall grade break = 16.000<Ft 51ope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 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 = oepth of flow = 0.458(Ft.), nverage velocity = 2 Note: depth of flow exceeds top of street crown. streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.40(Ft/5) Travel time = 4.16 min. TC = 18.39 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.832 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.000 oecimal fraction soil group o= 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.492(In/Hr) for a 100.0 5ubarea runoff = 7.047(CF5) for 3.400(AC.) Total runoff = 18.488(CFS) Total area = street flow at end of street = 18.488(CFS) Half street flow at end of street = 9.244(CF5) oepth of flow = 0.478(Ft.), Average velocity = 2 Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000<Ft.) 15.579(CF5) 405(Ft/s) = 0.500 year storm 8.100(nc.) 574(Ft/s) 7~ 5516200100.doc Page 14 of 18 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 232.000 to Point/5tation 233.000 °°°= SUBAREA FLOW ADDITION -'°°^ SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.832 Decimal fraction soil group A= 0.000 oecimal fraction soil group a= 0.000 oecimal fraction soil group C= 0.000 ~ecimal fraction soil group o= 1.000 ai index for soil(aMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 18.39 min. Rainfall intensity = 2.492(in/Hr) for a 100.0 year storm 5ubarea runoff = 3.316(CFS) for 1.600(AC.) Total runoff = 21.804(CFS) Total area = 9.700(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 231.000 to aoint/Station 234.000 °°-" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °°°- Top ot street segment elevation = 12.600(Ft.) End of street segment elevation = 6.300(Ft.) ~ength of street segment = 420.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 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 = 24.614<CFS) Depth of flow = 0.458(Ft.), average velocity = 3 .801(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.80(Ft/s) Travel time = 1.84 min. Tc = 20.23 min. adding area flow to street SINGLE FAMILY (1/4 ACre Lot) aunoff coefficient = 0.821 Decimal fraction soil group n= 0.000 Decimal fraction soil group s= 0.100 Decimal fraction soil group C= 0.100 Decimal fraction soil group ~= 0.800 RI index for soil(AMC 2) = 72.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.364(in/Hr) for a 100.0 year storm Subarea runoff = 4.850(CFS) for 2.500(AC.) Total runoff = Z6.654(cFS) rotal area = 12.200(ac.) 5treet flow at end of street = 26.654(CFS) Half street flow at end of street = 13.327(CFS) Depth of flow = 0.467(Ft.), average velocity = 3. 923(Ft/s) Note: depth of flow exceeds top of street crown. • Flow width (from curb towards crown)= 18.000<Ft.) ~~ 5516200100.doc Paee 15 of 18 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station -234.000 to Point/Station 225.000 -°°~` STREET FLOW TRAVE~ TIME + SUBAREA FLOW ADDITION ='^^- Top of street segment elevation = 6.300(Ft.) End of street segment elevation = 5.000(Ft.) Length of street segment = 170.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. 000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street ~istance 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 = 29.494(CFS) Depth of flow = 0.531(Ft.), Average velocity = 3 .231<Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. oistance that curb overflow reaches into property = 1.53(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.23(Ft/s) Travel time = 0.88 min. TC = 21.10 min. • adding area flow to street SINGLE FAMILY (1/4 ACre LOt) Runoff Coefficient = 0.811 ~ecimal fraction soil group A= 0.000 oecimal fraction soil group s= 0.200 Decimal fraction soil group C= 0.200 Decimal fraction soil group ~= 0.600 RI index for soil(AMC 2) = 70.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.310(rn/Hr) for a 100.0 year storm Subarea runoff = 4.868<CF5) for 2.600<ac.) Total runoff = 31.523(CFS) Total area = 14.800(AC.) 5treet flow at end of street = 31.523(CFS) Half street flow at end of street = 15.761(CFS) . Depth of flow = 0.543(Ft.), Average velocity = 3 .278(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 = 2.14(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 234.000 to Point/Station 225.000 °°°'` CONFLUENCE OF MAIN STREAMS =°°° The following data inside Main Stream is listed: zn Main Stream number: 2 Stream flow area = 14.800(AC.) aunoff from this stream = 31.523(CF5) Time of concentration = 21.10 min. Rainfall intensity = 2.310(In/Hr) • summary of stream data: 5tream Flow rate TC Rainfall Intensity ~ 5516200100.doc Page 16 of 18 • NO 1 2 ~argest QP = QP = (CFS) (min) (In/Hr) 68.455 Z3.82 2.161 31.523 21.10 2.310 stream flow has longer time of concentration 68.455 + sum of Qb ia/zb 31.523 ~ 0.936 = 29.491 97.945 Total of 2 main streams to confluence: Flow rates before confluence point: 68.455 31.523 area of streams before confluence: 35.400 14.800 Results of confluence: rotal flow rate = 97.945(cFS) Time of concentration = 23.822 min. Effective stream area after confluence = 50.200(nc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 225.000 to Point/Station 235.000 -••••'° PIPEFLOW TRAVEL TIME (PrOgrdm e5timated Size) ='A`°* Upstream point/station elevation = 5.000(Ft.) oownstream point/station elevation = 0.000(Ft.) • Pipe length = 200.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 97.945(CFS) Nearest computed pipe diameter = 36.00(in.) Calculated individual p~pe flow = 97.945(CFS) Normal flow depth in pipe = 27.42(in.) Flow top width inside pipe = 30.67(In.) critical depth could not be calculated. Pipe flow velocity = 16.94(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 24.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 225.000 to Point/station 235.000 °°^°' SUBAREA FLOW ADDITION `°•°° SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.823 Decimal fraction soil group a= 0.000 oecimal fraction soil group e= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group ~= 1.000 Rr index for soil(aMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 24.02 min. Rainfall intensity = 2.151(In/Hr) for a 100.0 year storm Subarea runoff = 3.717(cFS) for 2.100(AC.) Total runoff = 101.663<CFS) Total area = 52.300(AC.) End of computations, total study area = 52.30 (AC.) The follow~ng fiyures may be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap) = 0.500 area averaged ttr index number = 66.2 ~ 5516200100.doc Page 17 of 18 ~ ~ ~ (~ 5516200100.doc Page 18 of 18 ~ Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Enginee~ing Software,(c) 1989 - Z001 Version 6.4 Rational Hydrology Study Date: 04/11/03 File:551630010.out ---------------------------------------------------------- ------ TancT 29661 ]os Nos. 5516 10-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHO~ BASIN - 300 ADKAN ENGINEERS -------------------------------------------------- --------- °°°°°•°°° Hydrology 5tudy Control information ~-~- "=.~-.`= English <in-16) units used in input data file ------------------------------------------------------------------------ aoKAN Engineers, rtiverside, California - s/N 561 ------------------------------------------------------------------------ Rational Method Hydrology Pro9ram based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate o-4.1) FOI' the [ MUt'ri2td,TRIC,RnCh CdN01'CO ] dl'2d U52d. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880<in/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) ~ Storm event year = 10.0 calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 300.000 to aoint/Station 301.000 `~='~ INITIAL AREA EVALUATION °°°- . initial area flow distance = 765.000(Ft.) Top (of initial area) elevation = 59.000(Ft.) aottom (of initial area) elevation = 32.300(Ft.) Difference in elevation = 26.700(Ft.) Slope = 0.03490 s(percent)= 3.49 TC = k(0.390)=[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 10.863 min. Rainfall intensity = 2.253(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runaff Coefficient = 0.800 oecimal fraction soil group A= 0.000 Decimal fraction soil group 6= 0.400 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.600 RI index for soil(AMC 2) = 67.40 Pervious area fraction = 0.500; Impervious fraction = O.S00 Initial subarea runoff = 15.495(CFS) rotal initial stream area = 8.600(ac.) Pervious area fraction = 0.500 ~ 5~1630010.doc Page 1 of 16 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 °°°=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '`°°° C~ Top ot street segment elevation = 32.300(Ft.) End of street segment elevation = 29.600(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) ~istance from crown to crossfall grade break = 16. Slope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 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.) Gurtter 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 = ~epth of flow = 0.435<Ft.), qverage velocity = 2 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.774(Ft.) Flow velocity = 2.91(Ft/s) Travel time = 1.49 min. TC = 12.35 min. adding area flow to street SINGLE FAMILY (1/4 ACr2 LOt) aunoff Coefficient = 0.821 oecimal fraction soil group q= 0.000 Decimal fraction soil group a= 0.000 Decimal fraction soil group C= 0.000 ~ecimal fraction soil group D= 1.000 RI index for soil(aMC 2) = 75.00 Pervious area fraction = 0.500; impervious fraction aainfall intensity = 2.099(in/tir) for a 10.0 Subarea runoff = 1.724<CFS) for 1.000(AC.) Total runoff = 17.219(CFS) Total area = Street flow at end of street = 17.219(CF5) Half street flow at end of street = 8.609(cF5) oepth of flow = 0.440(Ft.), average velocity = 2. Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000<Ft.) 000(Ft 16.396(CF5) 909(Ft/s) = 0.500 year storm 9.600(AC.) 952(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/5tation 302.000 "' •''' SUBAREA FLOW ADDITION '~ - ^ ° SINGLE FAMILY (1/4 ACre Lot) aunoff Coefficient = 0.780 oecimal fraction soil group a= 0.000 oecimal fraction soil group B= 0.600 Decimal fraction soil group C= 0.000 ~ecimal fraction soil group o= 0.400 rtz index for soil(AMC 2) = 63.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 12.35 min. u tta~nfall intensity = 2.099(In/Hr) for a 10.0 year storm Subarea runoff = 3.274(CF5) for 2.000(AC.) Total runoff = 20.493(CFS) Total area = 11.600(AC.) ~~ 551630010.doc Page 2 of 16 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 302.000 to Point/station 304.000 = STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °~•-- • Top ot street segment elevation = 29.600(Ft.) End of street segment elevation = 26.900(Ft.) ~ength of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. Slope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 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 = Depth of flow = 0.469(Ft.), average velocity = 3 Note: depth of flaw exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.11<Ft/s) Travel time = 1.55 min. TC = 13.91 min. addinq area flow to street SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.817 Decimal fraction soil group A= 0.000 Decimal fraction soil group e= 0.000 ~ecimal fraction soil group c= 0.000 Decimal fraction soil group D= 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction aainfall intensity = 1.967(in/Hr) for a 10.0 Subarea runoff = 1.607(CFS) for 1.000(AC.) Total runoff = 22.100(cFS) Total area = Street flow at end of street = 22.100(CFS) Half street flow at end of street = 11.050<CFS) Depth of flow = 0.473(Ft.), average velocity = 3 Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 000(Ft 21.377<cFS) 113(Ft/s) = 0.500 year storm 12.600(AC.) 154(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/station 305.000 to aoint/Station 304.000 °°°'' SUBAREA FLOW ADDITION `-°° SINGLE FAMILY (1/4 ACre Lot) rtunoff coefficient = 0.744 Decimal fraction soil group A= 0.000 Decimal fraction soil group e= 1.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group ~= 0.000 RI index far soil(aMC 2) = 56.00 Pervious area fraction = 0.500; zmpervious Time of concentration = 13.91 min. ttainfall intensity = 1.967(In/Hr) for 5ubarea runoff = 3.948(CFS) for 2 1 ff • fraction = 0.500 a 10.0 year storm .7oo(ac.) Tota runo = 26.048(CFS) Total area 15.300(AC.) ~~ 551630010.doc Page 3 of 16 ~ n U ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 306.000 ••-••=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *-••~• Top of street segment elevation = 26.900(Ft.) End of street segment elevation = 24.200(Ft.) Length of street segment = 160.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16. 51ope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 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(zn.) 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 = 0.461(Ft.), average velocity = 4 Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 4.07(Ft/s) Travel time = 0.65 min. TC = 14.56 min. ndding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.757 oecimal fraction soil group A= 0.000 oecimal fraction soil group B= 0.800 Decimal fraction soil group C= 0.000 Decimal fraction soil group ~= 0.200 RI index for soil(AMC 2) = 59:80 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 1.917(in/Hr) for a 10.0 Subarea runoff = 1.306(CFS) for 0.900(AC.) Total runoff = 27.354(CF5) rotal area = Street flow at end of street = 27.354(CFS) Half street flow at end of street = 13.677(cFS) oepth of flow = 0.463(Ft.), average velocity = 4 Note: depth of flow exceeds top of street crown. Flow width (trom curb towards crown)= 18.000(Ft.) Process from Point/station 306.000 to Poin ~•~•~•'` PIPEFLOW TRAVEL TIME (PI'Ogt'dm estimated Sl Upstream point/station el~evation = 24.200(Ft.) Downstream point/station elevation = 23.100(Ft.) Pipe length = 180.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 27.354(CFS) Nearest computed pipe diameter = 30.00(In.) calculated ~ndividual pipe flow = 27.354(CFS) Normal flow depth in pipe = 21.30(zn.) Flow top width inside pipe = 27.22(In.) Critical Depth = 21.40(In.) Pipe flow velocity = 7.34<Ft/s) Travel time through pipe = 0.41 min. . Time of concentration (TC) = 14.97 min. l!a ` ~~1630010.doc 000(Ft 26.815(CFS) 074(Ft/s) = 0.500 year storm 16.200(AC.) 107(Ft/s) ation 307.000 Page d of 16 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 306.000 to Point/5tation 307.000 ~^-~=" CONFLUENCE OF MAIN STREAMS ~`°-~• The following data inside Main Stream is listed: In Main Stream number: 1 5tream flow area = 16.200(ac.) aunoff from this stream = 27.354(CFS) Time of concentration = 14.97 min. Rainfall intensity = 1.888(in/Hr) arogram is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to aoint/Station 309.000 °°°` INITIAL AREA EVALUATION '°°° Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 60.000(Ft.) eottom (of initial area) elevation = 33.500(Ft. Difference in elevation = 26.500(Ft.) Slope = 0.04077 s(percent)= 4.08 TC = k(0.530)~[(length~3)/(elevation change)]~0.2 znitial area time of concentration = 13.408 min. Rainfall intensity = 2.006(In/Hr) for a 10 n U UNDEVELOPED (poOr Cover) Subared Runoff coefficient = 0.758 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.000 Rz index for soil(AMC Z) = 78.00 Pervious area fraction = 1.000; rmpervious Initial subarea runoff = 13.990(CFS) Total initial stream area = 9.200(Ac Pervious area fraction = 1.000 0 year storm fraction = 0.000 Process from Point/Station 309.000 to Point/Station 307.000 ~'~'~=" PIPEFLOW TRAVEL TIME (Program estimated size) '~--- Upstream point/station elevation = 33.500(Ft.) oownstream point/station elevation = 23.100(Ft.) Pipe lenyth = 1475.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flaw = 13.990(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 13.990(CF5) Normal flow depth in pipe = 15.30(In.) Flow top width inside pipe = 23.07(zn.) Critical Depth = 16.16(In.) Pipe flow velocity = 6.61(Ft/s) rravel time through pipe = 3.72 min. Time of concentration (TC) = 17.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 309.000 to Point/station 307.000 --°~ CONFLUENCE OF MAIN STREAMS '`°°^ The following data inside Main 5tream is listed: • In Main 5tream number: 2 Stream flow area = 9.200(AC.) aunoff from this stream = 13.990(CF5) °~l lv 551630010.doc Page S of 16 • Time of concentration = 17.13 min. Rainfall intensity = 1.754(In/Hr) 5ummary of stream data: Stream Flow rate TC No. (cFS) (min) 1 27.354 14.97 2 13.990 17.13 Largest stream flow has longer Qp = 27.354 + sum of Qa Tb/Ta 13.990 = 0.874 = Qp = 39.582 Rainfall Intensity (In/Hr) 1.888 1.754 or shorter time of concentration 12.227 Total of 2 main streams to confluence: Flow rates before confluence point: 27.354 13.990 Area of streams before confluence: 16.200 9.200 Results of confluence: Total flow rate = 39.582(CFS) Time of concentration = 14.969 min. Effective stream area after confluence = 25.400<AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 307.000 to Point/5tation 330.000 °-~•=' PIPEFLOW TRAVEL TIME (Program estimated size) ~`~}* Upstream point/station elevation = 23.100(Ft.) Downstream point/station elevation = 20.300(Ft.) Pipe len~th = 350.00(Ft.) Manning's N= 0.013 No, of p~pes = 1 Required pipe flow = 39.582(CFS) Nearest computed pipe diameter = 33.00(In.) calculated individual pipe flow = 39.582(CFS) Normal flow depth in pipe = 23.09(in.) Flow top width inside pipe = 30.26(In.) Critical oepth = 25.11(In.) Pipe flow velocity = 8.92(Ft/s) Travel time through pipe = 0.65 min. Time of concentration (TC) = 15.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 307.000 to Point/Station 330.000 ° •~ ••'' CONFLUENCE OF MAIN STREAMS `^ ° ° • The following data inside Main Stream is li zn Main Stream number: 1 Stream flow area = 25.400(AC.) Runoff from this stream = 39.582(CF5) Time of concentration = 15.62 min. aainfall intensity = 1.845<zn/Hr) Program is now starting with Main Stream No ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/station 311.000 to Point/Station 312.000 ^°°=' INITIA~ AREA EVALUATION ='°°° ~O~ 551630010.doc Page 6 of 16 • initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 72.000(Ft.) Bottom (of initial area) elevation = 54.300<Ft.) Difference in elevation = 17.700(Ft.) Slope = 0.01770 s(percent)= 1.77 TC = k(0.300)-'[(length~3)/(elevation change)]~0:2 znitial area time of concentration = 10.654 min. Rainfall intensity = 2.277(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.87Z ~ecimal fraction soil group a= 0.000 oecimal fraction soil group e= 1.000 Decimal fraction soil group C= 0.000 oecimal fraction soil group ~= 0.000 aI index for soil(aMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.580(CFS) rotal initial stream area = 1.300(ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/5tation 313.000 •~••-A STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '`•~°- Top of street segment elevation = 54.300(Ft.) End of street segment elevation = 42.500(Ft.) Length of street segment = 540.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16.000(Ft.) • Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) 0.017 5treet flow is on [2] side(s) of the street oistance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) ~utter 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 = 3.473(cFS) Depth of flow = 0.264(Ft.), average velocity = 2.718(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.717(Ft.) Flow velocity = 2.72(Ft/s) Travel time = 3.31 min. TC = 13.97 min. adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(aMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.962(zn/Hr) for a 10.0 year storm subarea runoff = 1.534(CFS) for 0.900(ac.) Total runoff = 4.114(CFS) Total area = 2.200(AC.) Street flow at end of street = 4.114(GFS) Half street flow at end of street = 2.057(CFS) • oepth of flow = 0.275<Ft.), nverage velocity = 2.815(Ft/s) Flow width (from curb towards crown)= 8.388(Ft.) ~~ ~51630010.doc Page 7 of 16 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 310.000 °^°'` SUBAREA FLOW ADDITION -'°°° SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.743 oecimal fraction soil group a= 0.000 oecimal fraction soil group s= 1.000 oecimal fraction soil group C= 0.000 oecimal fraction soil group o= 0.000 RI index for soil(AMC 2) = 56.00 aervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 13.97 min. aainfall intensity = 1.962(In/tir) for a 10.0 year storm Subarea runoff = 6.563(CFS) for 4.500(ac.) Total runoff = 10.677<CFS) Total area = 6.700(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 314.000 °••-° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =~~•••• Top of street segment elevation = 42.500(Ft.) End of street segment elevation = 24.200(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(in.) width of half street (curb to crown) = 18.000<Ft.) ~istance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 • 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 = 13.386(cFS) Depth of flow = 0.358(Ft.), Average velocity = 4.124(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.241(Ft.) Flow velocity = 4.12<Ft/s) Travel time = 2.51 min. TC = 16.47 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) rtunoff Coefficient = 0.766 oecimal fraction soil group a= 0.000 oecimal fraction soil group a= 0.600 ~ecimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.400 RI index for soil(AMC 2) = 63.60 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.792<zn/Hr) for a 10.0 year storm Subarea runoff = 4.664(CFS) for 3.400(AC.) rotal runoff = 15.341(CFS) Total area = 10.100(ac.) Street flow at end of street = 15.341(CF5) tialf street flow at end of street = 7.670(CFS) oepth of flow = 0.371(Ft.), Average velocity = 4.259(Ft/s) Flow width (from curb towards crown)= 14.010(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~$ 551630010.doc Page 8 oP 16 Process from Point/Station 314.000 to Point/Station 315.000 • =' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ° Top of street segment elevation = 24.200(Ft.) End of street segment elevation = 21.600(Ft.) Length of street segment = 325.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) oistance from crown to crossfall grade break = 16. 000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 51ope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street oistance 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 = 16.404(CFS) Depth of flow = 0.449(Ft.), Average velocity = 2 .677(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.68(Ft/s) Travel time = 2.02 min. TC = 18.49 min. adding area flow to street SINGLE FAMILY (1/4 ACr2 LOt) Runoff Coefficient = 0.744 Decimal fraction soil group n= 0.000 Decimal fraction soil group B= 0.800 • Decimal fraction soil group C= 0.000 ~ecimal fraction soil group D= 0.200 Rr index for soil(aMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.681(In/Hr) for a 10.0 year storm Subarea runoff = 1.750(CFS) for 1.400(AC.) Total runoff = 17.090(CFS) Total area = 11.500(ac.) street flow at end of street = 17.090(cFS) Half street flow at end of street = 8.545(CFS) Depth of flow = 0.453(Ft.), Average velocity = 2 .721(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 316.000 to aoint/Station 317.000 -••-* SUBAREA FLOW ADDITION **'°'' SINGLE FAMILY (1/4 Acre Lot) Runoff coefficient = 0.752 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.700 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.300 RI index for soil(AMC 2) = 61.70 Pervious area fraction = 0.500; rmpervious fraction = 0.500 rime of concentration = 18.49 min. Rainfall intensity = 1.681<zn/Hr) for a 10.0 year storm Subarea runoff = 6.570(CFS) for 5.200(ac.) Total runoff = Z3.660(CFS) Total area = 16.700(AC.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6~ 551630010.doc Page 9 or 16 • Process from Point/Station 315.000 to Point/Station ^'-=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ="--•• Top of street segment elevation = 21.600(Ft.) End of street segment elevation = 20.300(Ft.) Length of street segment = 80.000(Ft.) Height of curb above gutter flowline = 6.0(zn.) width of half street <curb to crown) = 18.000(Ft.) ~istance from crown to crossfall grade break = 16.000(Ft Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 ~ J street flow ~s 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.) ~utter 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 = 0.452(Ft.), Average velocity = - Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.86(Ft/s) Travel time = 0.35 min. TC = 18.84 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.805 ~ecimal fraction soil group a= 0.000 oecimal fraction soil group B= 0.000 oecimal fraction soil group C= 0.000 ~ecimal fraction soil group D= 1.000 RI index for soil(aMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 1.664(in/Hr) for a 10.0 subarea runoff = 0.804(CFS) for 0.600<AC.) Total runoff = 24.464<cF5) Total area = 5treet flow at end of street = 24.464(cFS) Half street flow at end of street = 12.232(CFS) oepth of flow = 0.453(Ft.), qverage velocity = 3 Nate: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 330.000 24.085(CFS) 860(Ft/s) = 0.500 year storm ll.300(ac.) 884(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/5tation 330.000 "'°= CONFLUENCE OF MAIN STREAMS °-°•• The following data inside Main 5tream is listed: In Main 5tream number: 2 5tream flow area = 17.300<nc.) Runoff from this stream = 24.464<CFS) Time of concentration = 18.84 min. Rainfall intensity = 1.664<zn/Hr) Summary of stream data: stream Flow rate TC Rainfall intensity No. (cFS) <min) (in/Hr) • 1 39.582 15.62 1.845 2 24.464 18.84 1.664 Largest stream flow has longer or shorter time of concentration ~~ 551630010.doc Page 10 of 16 • Qp = 39.582 + sum of Qa rb/Ta 24.464 A 0.829 = 20.287 Qp = 59.868 Total of 2 main streams to confluence: Flow rates before confluence point: 39.582 24.464 area of streams before confluence: 25.400 17.300 Results of confluence: Total flow rate = 59.868(CF5) Time of concentration = 15.623 min. Effective stream area after confluence 42.700(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 330.000 to Point/5tation 318.000 ---= PIPEFLOW TRAVEL TIME (PrOgrdm e5timdted Size) =°°- upstream point/station elevation = 20.300(Ft.) Downstream point/station elevation = 7.000(Ft.) Pipe lensth = 573.00(Ft.) Manning's N= 0.013 No. of p~pes = 1 Required pipe flow = 59.868(CFS) Nearest computed pipe diameter = 30.00(in.) Calculated individual pipe flow = 59.868(CF5) Normal flow depth in pipe = 23.53(in.) Flow top width inside pipe = Z4.68(In.) • critical depth could not be calculated. Pipe flow velocity = 14.50(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 16.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 330.000 to Point/5tation 318.000 °""'~ CONFLUENCE OF MAIN STREAMS "°°- rhe following data inside Main Stream is listed: in rvtain Stream number: 1 stream flow area = 4~.700(AC.) Runoff from this stream = 59.868(CF5) Time of concentration = 16.28 min. Rainfall intensity = 1.803(zn/Hr) arogram is now starting with Main Stream nlo. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 ""^` INITIAL AREA EVALUATION `--•~ initial area flow distance = 550.000(Ft.) rop (of initial area) elevation = 36.400(Ft.) Bottom (of initial area) elevation = 31.100(Ft. ~ifference in elevation = 5.300(Ft.) Slope = 0.00964 s(percent)= 0.96 TC = k(0.390)-'[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 12.315 min. 2ainfall intensity = 2.102(In/Hr) for a 10 • SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.750 Decimal fraction soil group q= 0.000 0 year storm 1~ 551630010.doc Page 11 of 16 • oecimal fraction soil group e= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group ~= 0.000 RI index for soil(aMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.415(CFS) Total initial stream area = 4.700(ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 320.000 to Point/Station 3Z1.000 --"°' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *°°° rop of street segment elevation = 31.100(Ft.) End of street segment elevation = 18.600(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16. 000(Ft.) slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 5treet 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 = 10.885(CF5) ' ~epth of flow = 0.365<Ft.), nverage velocity = 3 .157(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.682(Ft.) Flow velocity = 3.16(Ft/s) Travel time = 3.96 min. rC = 16.27 min. Adding area flow to street SINGLE FAMILY (1/4 ACre Lot) Runoff Coefficient = 0.743 Decimal fraction soil group A= 0.000 oecimal fraction soil group e= 0.900 oecimal fraction soil group C= 0.000 oecimal fraction soil group D= 0.100 ai index for soil(aMC 2) = 57.90 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.804(In/Hr) for a 10.0 year storm Subarea runoff = 5.894(CFS) for 4.400(AC.) Total runoff = 13.308(CFS) Total area = 9.100(ac.) Street flow at end of street = 13.308<CFS) Half street flow at end of street = 6.654(cFS) ~epth of flow = 0.385(Ft.), average velocity = 3 .311<Ft/s) Flow width (from curb towards crown)= 14.860<Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/station 322.000 •••~~•° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '`••-- rop of street segment elevation = 18.600(Ft.) End of street segment elevation = 16.500(Ft.) ~ength of street segment = 180.000(Ft.) • Height of curb above gutter flowline = 6.0(rn.) width of half street (curb to crown) 18.000(Ft.) oistance from crown to crossfall grade break = 16.000<Ft 1~ 551630010.doc Page 12 of 16 • 51ope from gutter to grade break (v/hz) 0.017 = Slope from grade break to crown (v/hz) 0.017 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 hreak = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.405(CF5) Depth of flow = 0.413(Ft.), average velocity = 2 st fl h d l .947(Ft/s) reet ow y rau ics at midpoint of street travel: Halfstreet flow width = 16.491(Ft.) Flow velocity = 2.95(Ft/5) Travel time = 1.02 min. TC = 17.29 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 a= 0.400 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.600 RI index for soil(AMC 2) = 67.40 Pervious area fraction = 0.500; zmpervious fraction = 0.500 Rainfall intensity = 1.744(zn/Hr) for a 10.0 year storm 5ubarea runoff = 2.037(cFS) for 1.500(AC.) Total runoff = 15.346(cFS) Total area = 10.600<ac.) 5treet flow at end of street = 15.346<cF5) Half street flow at end of street = 7.673(CFS) Depth of flow = 0.420(Ft.), Average velocity = 2. 992<Ft/s) • Flow width (from curb towards crown)= 16.914(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Statio~ 323.000 °°-'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION `^~•~• Top of street segment elevation = 16.500(Ft.) End of street segment elevation = 15.600(Ft.) Length of street segment = 180.000(Ft.) Height of curb above gutter flowline = 6.0(rn.) width of half street (curb to crown) = 22.000<Ft.) oistance from crown to crossfall grade break = 20.000(Ft.) 51ope from gutter to grade break (v/hz) = 0.017 slope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street oistance 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 = 0.0500 Estimated mean flow rate at midpoint of street = 20.340(CFS) ~epth of flow = 0.687<Ft.), qverage velocity = 1.120(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 = 9.34(Ft.) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 22.000<Ft.) • Flow velocity = 1.12(Ft/s) Travel time = 2.68 min. TC = 19.97 min. adding area flow to street ~~ 551630010.doc Page 13 of 16 SINGLE FAMILY (1/4 Acre Lot) • Runoff Coefficient = 0.739 Decimal fraction soil group A= 0.000 ~ecimal fraction soil group s= 0.800 Decimal fraction soil group C= 0.000 Decimal fraction soil group ~= 0.200 RI index for soil(aMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.612(In/Hr) for a 10.0 year storm Subarea runoff = 8.219(cFS) for 6.900(nc.) rotal runoff = 23.565(CFS) Total area = 17.500(AC.) street flow at end of street = 23.565(cFS) Half street flow at end of street = 11.78Z(CFS) ~epth of flow = 0.714(Ft.), Average velocity = 1.184(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 = 10.71(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to aoint/Station 324.000 ""-^' PIPEFLOW TRAVEL TIME (PrOgrdm e5timdted Size) ='^°- Upstream point/station elevation = 16.500(Ft.) oownstream point/station elevation = 7.000(Ft.) Pipe len~th = 257.00(Ft.) Manning's N= 0.013 No, of pipes = 1 Required pipe flow = 23.565(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 23.565(CF5) Normal flow depth in pipe = 13.88(rn.) Flow top width inside pipe = 19.89(in.) Critical Depth = 19.95(zn.) aipe flow velocity = 13.99(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 20.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 323.000 to Point/5tation 324.000 -°-~ CONFLUENCE OF MAIN STREAMS =°^^ The following data inside Main Stream is listed: zn Main 5tream number: 2 stream flow area = 17.500(AC.) Runoff from this stream = 23.565(CFS) rime of concentration = 20.28 min. Rainfall intensity = 1.598(In/Hr) Program is now starting with Main 5tream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 327.000 •• •• ^'` INITIAL AREA EVALUATION ='° •• •• • Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 23.100(Ft.) aottom (of initial area) elevation = 13.300(Ft. Difference in elevation = 9.800<Ft.) Slope = 0.01065 s(percent)= 1.07 rC = k(0.390)='[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 14.828 min. Rainfall intensity = 1.898(In/Hr) for a 10 SINGLE FAMILY (1/4 ACre LOt) 0 year storm ~ 551630010.doc Page 14 of 16 • Runoff Coefficient = 0.748 Decimal fraction soil group A= 0.000 oecimal fraction soil group a= 0.900 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.100 RI index for soil(AMC 2) = 57.90 Pervious area fraction = 0.500; Impervious rnitial subarea runoff = 8.234(CFS) Total initial stream area = 5.800(ac Pervious area fraction = 0.500 fraction = 0.500 +++++++±++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/5tation 328.000 °°-= PIPEFLOW TRAVEL TIME (P~Ogrdm estimated SIZe) '°°°° upstream point/station elevation = 13.000(Ft.) Downstream point/station elevation = 7.000(Ft.) Pipe len~th = 250.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.234(CFS) Nearest computed pipe diameter = 15.00(rn.) Calculated individual pipe flow = 8.234(CF5) Normal flow depth in pipe = 10.36(In.) Flow top width inside pipe = 13.87(In.) Critical Depth = 13.51(In.) Pipe flow velocity = 9.10(Ft/s) rravel time through pipe = 0.46 min. Time of concentration (rC) = 15.29 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 328.000 °-'•=" CONFLUENCE OF MAIN STREAMS "--- rhe following data inside Main 5tream is listed: In Main 5tream number: 3 Stream flow area = 5.800(AC.) Runoff from this stream = 8.234(CF5) rime of concentration = 15.29 min. Rainfall intensity = 1.867(In/Hr) 5ummary of stream data: Stream Flow rate TC No. (CFS) (min) 1 59.868 16.28 Z 23.565 20.28 3 8.234 15.29 Largest stream flow has longer Qp = 59.868 + sum of Qa Tb/Ta 23.565 =' 0.803 = Qb ia/Ib 8.234 * 0.966 = Qp = 86.742 • Rainfall Intensity (In/Hr) 1.803 1.598 1.867 or shorter time of concentration 18.921 7.953 rotal of 3 main streams to confluence: Flow rates before confluence point: 59.868 23.565 8.234 Area of streams before confluence: 4Z.700 17.500 5.800 ~~ 551630010.doc Page 15 of 16 • Results of confluence: Total flow rate = 86.742(CFS) Time of concentration = 16.28Z min. Effective stream area after confluence = 66.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 327.000 to Point/Station 328.000 ••-••°' SUBAREA FLOW ADDITION '^-••° UNDEVELOPED (p00r cOVer) subdfea aunoff coefficient = 0.809 Decimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.200 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.800 RI index for soil(aMC 2) = 86.80 Pervious area fraction = 1.000; rmpervious fraction = 0.000 Time of concentration = 16.28 min. Rainfall intensity = 1.803(In/Hr) for a 10.0 year storm Subarea runoff = 2.626(CFS) for 1.800(AC.) Total runoff = 89.368(CFS) Total area = 67.800(nc.) End of computations, total study area = 67.80 (ac.) The following fiyures may be used for a um t hydrograph study of the same area. Area averaged pervious area fraction(ap) = 0.568 Area averaged RI index number = 64.1 • . t 1~ 551630010.doc Page 16 of 16 ~ ~ ~ STREET CAPACITY CALCULATIONS 1~ STREET CAPACITY r;nic~~. ~- ~.:cr, ~*~~>3~'.' ~ ~ 18' ROADWAY PAVE~IENT 10' SHOULDE 0.70 ~.~ 0.50 TC) 0.00 10.00 28.00 yyATER SURFACE ~~~~ •~ s~o e= 2•~% slo e o 1.700% • 2"HIKE 0.00 FL CONC. CURB dc GUTTER 10.00 1/2 STREET TYPICAL SECTION ~ 1a • Project ~escription Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.015 Slope 0.010000 Wft Water Surface Elevatio 0.50 ft Elevation Range 0.00 to O70 Discharge 27.95 cfs ~(./~ ~ R~ _~ I _~ -I ,, ~ ~ ~ ~~ ~ ~~ , ~ _~ ~ ~~ ~- ~ o.~o ~ ~,s ~ o.oa 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 0+60 V:5.0: H:1 NTS CJ l` Project Engineer Jerry A. Salumbitles Jr.,P.E. untitletl.fm2 .____ FlowMasterv6.0 [614b] 04/17/03 09:06:16 AM m Haestad Me[hods, Inc. 37 Bmokside Road Waterbury, CT 06708 USA (203) 755-~666 Page 1 of 1 MAXIMUM FLOW TC=WS (Q10) Cross Section for Irregular Channel `T'P~cc.l_ St- sc--~-. ~. ~%c ~ STREET CAPACITY: TYPICAL STREET SECT. (56'/36'/) FOR Q10 Worksheet for Irregular Channei v~~ S = TG ~ Project Description Worksheet Irregular Channei - 7 Flow Element Irregular Channel Methotl Manning's Formula Solve For Discharge Input Data Siope 0.0100~0 Wft Water Surface Elevatio 0.50 ft-T~' Options Current Roughness Method mproved Lotter's Method Open Channel Weighting Metho mproved Lotter's Method Closed Channel Weighting Met Horton's Method Results Mannings Coeffcient 0.015 Elevation Range 0.00 to 0.70 Discharge 27.95 cfs Flow Area 7,g ft= Wetted Perimeter 37.02 ft Top Width 36.00 ft Actual Depth 0.50 ft Critical Elevation 0.55 k Critical Slope 0.005437 fUft Velocity 3.54 ft/s Velocity Head 0.19 ft • Specific Energy 0.69 ft Froude Number 1.33 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+56 0.075 Natural Channel Points Station Elevation (ft) (k) O+pp 0.70 0+10 0.50 0+10 0.00 0+12 0.17 \ I 0+28 0.44 O+q4 0.17 0+46 0.00 O+q6 0.50 0+56 0.70 CY Project Engineer Jerry A. Salumbitles Jr..P.E. untitletl.fm2 FlowMaster v6A (614b] 04/11/03 08:45:5~ AM ~O Haestatl Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) ~55-1666 Page t ot 1 • • C J Project Descripiion CURB FACE TO CURB FACE: STREET CAPACITY FOR Q10 Rating Table for Irregular Channel TYf~~~c~ .g~v'L'- ~ SGc.~ . ~~'! 3G' ~ V~tS=TG Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Water Surtace Elevatio 0.50 ft- TG Options Current Roughness Method mproved Lottefs Method Open Channel Weighting Metho mproved Lotter's MeMOd Closed Channel Weighting Met Horton's Method Attri6ute Minimum Maximum Increment Slope (ft/ft) 0.000000 0.060000 0.002000 Siope (R/ft) Discharge (cfs) Velocity (fi/s) Flow Area (ft') Wettetl Perimeter (ft) Top Width (ft) 0.000000 N/A N/A N/A N/A N!A 0.002000 12.50 1.58 7.9 37.02 36.00 0.004000 17.68 2.24 7.9 37.02 36.00 0.006~00 21.65 2.74 7.9 37.02 36.00 0.008000 25.00 3.16 7.9 37.02 36.00 ~ 0.010000 27.95 3.54 7.9 37.02 36.00 0.012000 30.61 3.88 7.9 37.02 36.00 0.014000 33.07 4.19 7.9 37.02 36.00 0.016000 35.35 4.47 7.9 37.02 36.00 0.078000 37.49 4.75 7.9 37.02 36.00 0.020000 39.52 5.00 7.9 37.02 36.00 0.022000 41.45 5.25 7.9 37.02 36.00 0.024000 43.30 5.48 7.9 37.02 36.00 0.026000 45.06 5.70 7.9 37.02 36.00 0.028000 46.76 5.92 7.g 37.02 36.00 0.030000 48.41 6.13 7.9 37.02 36.00 0.032000 49.99 6.33 7.9 37.02 36.00 0.034000 51.53 6.52 7.9 37.02 36.00 0.036000 53.03 6.71 7.9 37.02 36.00 0.038000 54.48 6.90 7.9 37.02 36.00 0.040000 55.89 7.08 7.9 37.02 36.00 0.042000 57.27 725 7.9 37.02 36.00 0.044000 58.62 7.42 7.9 37.02 36.00 0.046000 59.94 7.59 7.9 37.02 36.00 0.048000 61.23 ~.75 7.9 37.02 36.00 0.050000 62.49 7.91 7.g 37.02 36.00 0.052000 63.73 8.07 7.9 37.02 36.00 0.054000 64.94 8.22 7.9 37.02 36.00 0.056000 6fi.13 8.37 7.9 37.02 36.00 0.058000 67.30 8.52 7.9 37.02 36.00 0.060000 68.46 8.67 7.9 37.02 36.00 ~~ Project Engineer: Jerry A. Salumbitles Jr.,P.E. untitietl.fm2 ~ - ,~ ~- FlowMaster v6A [674b) 04/'11/03 08:57:00 AM OO Haestad Methods, Inc. 37 Brookside Roatl Wat[ rbury, CT 06708 USA (203) 755-1666 Page t of'I ~ MAXIMUM FLOW~l,y,=WS (Q100) Cross Section for Irregular Channel L.T'f? ~ ~c-T L..~~'/C ~~ ) Project Description Worksheet I«egularChannel-1 FlowElement IrregularChannel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.015 Slope 0.010000 ft/ft Water Surface Elevatio 070 ft-- ~Xf Elevation Range 0.00 to 0.70 Discharge 75.89 cfs • , ~. ~. 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 0+60 V:5A~ _ H:1 NTS ~ ~2 Project Englneer: Jerry A. Salumbides Jr.;P.E. untitled.tm2 . FlowMaster v6A [614b] 04/11/03 0924:47 AM O Haestad Methotls, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-1666 Page ~ of t • STREET CAPACITY: TYPICAL STREET SECT. (56'/36'/) FOR Q100 Worksheet for Irregular Channel L' YP. ~ ~-GT ~~~/~'~ Project Description Worksheet Irregular Channel - t FlowElement IrregularChannel Method Manning's Formula Solve For Discharge Input Data Slope 0.0~0000 Wft Water Surface Elevatio 070 ft ~~i(yf ~~j Options Current Roughness Method mproved Lotter's Method Open Channel Weighting Metho mproved Lotter's Method Closed Channel Weighting Met Horton's Method ResWts Mannings Coefficient 0.015 Elevation Range 0.00 to 0.70 Discharge 75.89 cfs Flow Area 17.1 ft' Wetted Perimeter 57.02 ft Top Width 56.00 ft Actual Depth 0.70 ft Critical Elevation 0.78 ft Criticai Slope 0.004634 ft/ft Veiociry 4.44 ft/s Velocity Head 0.31 ft Specific Energy 1.01 ft ~ Froude Num6er 1.42 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coeificient 0+00 0+56 ~ 0.015 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.70 0+~ 0 0.50 0+~ 0 0.00 0+12 0.17 0+28 0.44 0+44 0.17 0+q6 0.00 0+46 0.50 0+56 0.70 C~ ~ Project Engineer: Jerry A. Salumbides Jr.,P.E. untitletl.fm2 _ . FlowMasterv6D[614b] 04/77/03 09:34:42 AM O Haes[atl Methotls, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-~66fi Page 1 of'1 R/W TO R/W: STREET CAPACITY FOR Q100 Rating Table for Irregular Channel • • • Project Description Worksheet Irregular Channel - i Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Water Surface Elevatio 0.70 ft Q.~~f =~j Options Current Roughness Method mproved Lotter's Method Open Channel Weighting Metho mproved Lotter's Methotl Closed Channel Weighting Met Horton's Method Attribute Minimum Maximum Increment Slope (ft/ft) 0.000000 0.060000 0.002000 Slope (ft/ft) Discharge (cfs) Velocity (fUs) Flow Area (ft') Wettetl Perimeter (ft) Top Width (ft) 0.000000 N/A N/A N!A N/A N/A 0.002000 33.94 1.98 17.'I 57.02 56.00 0.004000 48.00 2.8'I 17.1 57.02 56.00 0.006000 58.79 3.44 17.1 57.02 56.00 0.008000 67.88 3.97 17.1 57.02 56.00 0.010000 75.89 4.44 17.1 57.02 56.00 0.012000 83.14 4.86 17.1 57.02 56.00 0.0'14000 89.80 525 17.1 57.02 56.00 0.016000 96.00 5.61 17.1 57.02 56.00 0.018000 101.82 5.95 17.1 57.02 56.00 0.020000 ~ 07.33 6.28 17.1 57.02 56.00 0.022000 112.57 6.58 17.1 57.02 56.00 0.024000 117.57 6.88 17.1 5~.02 56.00 0.026000 122.37 7.16 17.'I 57.02 56.00 0.028000 12fi.99 7.43 17.1 57.02 56.00 0.030000 131.45 7.69 ~7.1 57.02 56.00 0.032000 '135.76 7.94 17.1 57.02 56.00 0.034000 139.94 8.'I B 17.1 57.02 56.00 0.036000 144.00 8.42 17.1 57.02 56.00 0.038000 147.94 8.65 17.'I 57.02 56.00 0.040000 15'1.78 8.88 17.'I 57.02 56.00 0.042000 155.53 9.10 17.1 57.02 56.00 0.044000 159.19 9.3'I 77.1 57.02 56.00 0.046000 162.77 9.52 17.1 57.02 56.00 0.048000 166.27 9.72 17.1 57.02 56.00 0.050000 '169.70 9.92 17.1 57.02 56.00 0.052000 173.~6 '10.12 17.'I 57.02 56.00 0.054000 176.36 ~0.31 17.1 57.02 56.00 0.056000 179.59 '10.50 17.1 57.02 56.00 0.058000 182.77 10.69 17.1 57.02 56.00 0.060000 185.90 10.87 17.7 57.02 56.00 ~ Project Engineer. Jerry A. Salum6itles Jr.,P.E. untitled.fm2 . FlowMaster v6A [614b] 04/7 V03 0934:96 AM ~ Haestatl Methotls, Ina 37 Brookside Road Waterbury, CT 06708 USA (203) 755-'1666 Page t of'I . ~ C ~ 10.50' SHOULDER ~ CONC. CURB ~ GUTTER 1/2 STREET TYPICAL SECTION STREET CAPACITY ~ sr, ~c ~ ;~n `,G~ l~a. ~ 22' ROADWAY SURFACE = 1 _ 7M ~I ~ MAXIMUM FLOW TC=WS ( Q10) Cross Section for irregular Channel • CG5~d4~~ ~t~~sY~ Project Description Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula I Solve For Discharge n U I~ L Section Data Mannings Coefficient 0.015 Slope 0.010000 Wft Water Sudace Elevatio 0.50 ft~~ ~L Elevation Range 0.00 to 0.71 Discharge 33.43 cfs Q~ ar~?-~ 10. -"j ~ ~SO ~ ~ ~ 1 ~~ E~ ~ ' ~ I [~11~ ', ~ V~ ~ ~ ~ t ~ ~ ~ i , 0 • ~ - - ~ ~Q ~ 0.80 0.40 - ' 0.00 I 0+00 0+10 0+20 0+30 0+40 0+50 ~ 0+60 0+70 V:S.OI H:t NTS 8~ Project Engineer: Jerry A. Salumbitles Jr.,P.E. ¢~projeCt\5516-o-paugh\hytlra\q705tCap.fm2 FlowMaster v6.0 [6~4bj 04/'10/03 04r5225 PM ~ Haesiad Methods, Ina 37 Brooksitle Roatl Waterbury, CT 06708 USA (203) 755-'1666 Page ~ of'I STREET CAPACITY: STREET "K" AND "M" (65'144') FOR Q10 Worksheet for Irregular Channel • Project Description Worksheet Irregular Channel - 1 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Inpui Data Slope 0.010000 Wft Water Surtace Elevatio 0.50 ft--- "~.. Options Current Roughness Meihod mproved Lotter's Method Open Channel Weighting Metho mproved Lotter's Method Closed Channel Weighting Met Horton's Method Results `~5 ='~ ~ Mannings Coefficient 0.015 Elevation Range 0.00 to 0.7'I Discharge 33.43 cfs ~ Flow Area g.4 tt' Wetted Perimeter 44.00 ft Top Width 42.98 ft Actual Depth 0.50 ft Criticai Elevation 0.55 ft Critical Slope 0.005405 Poft Velociry 3.55 ft/s Velocity Head 0.20 ft • Specific Energy 0.70 ft Froutle Number 1.34 Flow Type Supercritical Calculation Messages: Flow is divided. Roughness Segments Start Entl Mannings Station Station Coeffcient 0+00 0+65 0.015 Natural Channel Points Station Elevation lh) ~n) 0+00 0.71 0+11 0.50 a+>> o.ao 0+13 0.17 0+33 0.57 0+55 0.00 0+55 0.17 0+55 0.50 0+65 0.71 • ~l Project En9ineer Jerry A. Salum6ides Jr.,RE. c:\projecfl55'16-r-paugh\hytlra\q~OStcap.fm2 FlowMasierv6A [6~4b] 04/10/03 04:47:44 PM OO Haestatl Methods, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA (203) 755-~666 Page'I of'I CURB FACE TO CURB FACE : STREET FLOW CAPACITY FOR Q10 Rating Table for Irregular Channel (,s~''k' ~ ~n ~~~~s'~~ Project Description ~ Worksheet Irregular Channel -'I Flow Element Irregular Channel Method Manning's Formula Solve For Discharge . . Input Data Water Surface Elevatio 0.50 ft Options Current Roughness Method mprovetl Lotter's Method Open Channel Weighting Metho mproved lotter's Method Closed Channel Weighting Met Horton's Method Attribute Minimum Maximum Increment Slope (fVft) 0.000000 0.060000 0.002000 Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft') Wetted Perimeter (ft) Top Width (ft) 0.000000 N/A N/A N/A N/A N/A 0.002000 11.56 1.43 8.1 43.84 42.82 0.004000 16.35 2.03 8.'I 43.84 42.82 0.006000 20.02 2.48 8.1 43.84 42.82 0.008000 23.12 2.87 8.1 43.84 42.82 0.010000 25.85 3.20 8.1 43.84 42.62 0.012000 28.31 3.51 8.1 43.84 42.82 0.014000 30.58 3.79 8.1 43.84 42.82 0.016000 32.69 4.05 8.1 43.84 42.82 0.018000 34.68 4.30 8.1 43.84 42.82 0.020000 36.55 4.53 8.1 43.84 42.82 0.022000 38.34 4.75 8.1 43.84 42.82 0.024000 40.04 4.96 8.1 43.84 42.82 0.026000 41.67 5.17 8.1 43.84 42.82 0.028000 4325 5.36 8.7 43.84 42.82 0.030000 44.77 5.55 8.1 43.84 42.82 0.032000 4623 5.73 8.1 43.84 42.82 0.034000 47.66 5.91 8.1 43.84 42.82 0.036000 49.04 6.08 8.1 43.84 42.82 0.038000 50.38 6.25 8.1 43.84 42.82 0.040000 51.69 6.41 8.1 43.84 42.82 0.042000 52.97 6.57 8.1 43.84 42.82 0.044000 54.21 6.72 8.7 43.84 42.82 0.046000 55.43 6.87 8.1 43.84 42.82 0.048000 56.62 7.02 8.1 43.84 42.82 0.050000 57.79 7.77 8.1 43.84 42.82 0.052000 58.94 7.31 8.7 43.84 42.82 0.054000 60.06 7.45 8.1 43.84 42.82 0.056000 61.16 7.58 8.1 43.84 42.82 0.058000 6224 7.72 8.1 43.84 42.82 0.060000 63.3"I 7.85 8.1 43.84 42.82 ~ Pmject Engineer. Jerry A. Salumbitles Jr.,P.E. c:lproject\55'I6-r-paugMhydra~q10stcap.fm2 FlowMaster v6 0 [614b] 04/70/03 05:03:92 PM OO Haestatl Me[hotls, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA (203) 755-t666 Page 1 of'I • / , ~J Project Description MAXIMUM FLOW R/W=WS ~++00 Cross Section for Irregular Channel ~ ~~ k°~ ~4t~65~ Worksheet Irregular Channel - t Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient Slope Water Surtace Eleva[io Elevation Range 0.015 o.oioooo tue o.~o n .- ~</:~i 0.00 to 0.71 91.94 cfs 0+7~ V:5.01 H:1 NTS • ~_` Project En9ineec Jerry A. Salum6itles Jr.,P.E. c9project\5516-rvpaugh~hydra\qtOStcap.fm2 " _. . FlowMas[erv6.0[6'14b] 04/10/03 0425:24 PM ~ Haestatl Methotls, Ina 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of'I U+UU U+IU U+'LU U+3U U+4U U+bO 0+60 STREET CAPACITY: STREET "K" AND "M" (65'/44') Q~GCl Worksheet for Irregular Channel n L J Project Description Worksheet IrregularChannei-1 Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Slope 0.a'IOOao ft/ft Water Surtace Elevatio 0.71 ft Options Current Roughness Methotl mproved Lotter's Method Open Channel Weighting Metho mproved Lotter's Method Closed Channel Weighting Met Horton's Method Results Mannings Coeffcient 0.0~5 Elevation Range ~.00 to 0.77 Discharge 95.90 cfs Flow Area 20.9 ft' Wetted Perimeter 66.02 k Top Width 65.00 R Actual Depth 0.71 ft, Critical Elevation 0.80 ft Critical Slope 0.004531 Pok Velocity 4.60 Ns Velocity Head 0.33 ft SpecifcEnergy ~.04 ft • Froude Number 1.43 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coeffcient 0+00 0+65 0.015 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.71 0+11 0.50 0+11 0.00 0+13 0.17 0+33 0.51 0+55 0.00 0+55 0.17 0+55 0.50 0+65 0.71 • ~~ Project Engineer. Jerry A. Salumbitles Jr..P.E. c:\project\5516-r-paugh\hydra\ql0stcap.fm2 FlowMaster v6A [6'l4b] 04/~0/03 0437:16 PM OO Haestad Methods, Ina 37 Brookside Road Waterbury, CT 06708 USA (203) 755-7666 Page ~ of t R/W TO R/W STREET FLOW CAPACITY FOR Q100 Rating Table for Irregular Channel ~ r ~ L • Praject Description Worksheet IrregularChannel-'I Flow Element Irregular Channel Methotl Manning's Formula Solve For Discharge Input Data Water Surface Elevatio 070 ft ~1(-L Options Current Roughness Method mprovetl Lotter's Method Open Channel Weighting Metho mproved Lotter's Method Closed Channel Weigh[ing Met Horton's Methotl Attribute Minimum Maximum Increment Slope (ft/ft) 0.000000 0.060000 0.002000 Siope (ft/ft) Discharge (cfs) Velocity (Ws) Flow Area (ft') Wetted Perimeter (ft) Top Width (ft) 0.000000 N/A N/A N/A N/A N/A 0.002000 41.12 2.03 20.2 65.02 64.00 0.00400D 58.75 2.88 202 65.02 64.00 0.006000 77.22 3.52 20.2 65.02 64.00 0.008000 82.23 4.07 20.2 65.02 64.00 0.010000 91.94 4.55 20.2 65.02 64.00 0.012000 100.72 4.98 20.2 65.02 64.00 0.014000 108.79 5.38 20.2 65.02 64.00 0.016000 116.30 5.75 20.2 65.02 64.00 0.018000 123.35 6.10 202 65.02 64.00 0.020000 130.02 6.43 20.2 65.02 64.00 0.022000 136.37 6.74 20.2 65.02 64.00 0.024000 142.43 7.04 20.2 65.02 64.00 0.026000 '148.25 7.33 20.2 65.02 64.00 0.028000 153.85 7.61 20.2 65.02 64.00 0.030000 15925 7.88 20.2 65.02 64.00 0.032000 164.47 8.13 20.2 65.02 64.00 0.034000 169.53 8.38 20.2 65.02 64.00 0.036000 174.45 8.63 20.2 65.02 64.00 0.038000 179.23 8.86 202 65.02 64.00 0.040000 183.88 9.09 20.2 65.02 64.00 0.042000 188.42 9.32 20.2 65.02 64.00 0.044000 192.86 9.54 20.2 65.02 64.00 0.046000 197.~9 9.75 202 65.02 64.00 0.048000 207.43 9.96 20.2 65.02 64.00 0.050000 205.59 10.17 20.2 65.02 64.00 0.052000 209.66 10.37 20.2 65.02 64.00 0.054000 213.65 10.57 20.2 65.02 64.00 0.056000 217.57 ~0.76 20.2 65.02 64.00 0.058000 221.42 10.95 20.2 65.02 64.00 0.060000 225.2'I 11.14 20.2 65.02 64.00 v ~` Project Engineer: Jerry A. Salumbides Jr..P.E. c:\projectG55'I6-rvpaugMhydra\ql0stcap.fm2 ~~~ FlowMasierv6A[614b] 04/~0/03 0434:34 PM ~ Haestad Methotls, Inc. 37 Bmoksitle Roatl Waterbury, CT 06708 USA (203) 755-'I666 Page 1 of'I ~ r~ u CATCH BASIN CALCULATIONS ~ c~`lr Curve Plotted Curves for Curb Inlet In Sag • Project Description Worksheet Curb Inlet- 1 Type Curb Inlet In Sag Solve For Spread Input Data Gutter Cross Slope 0.083300 ft/R Roatl Cross Slope 0.017000 ff/ft Curb Opening Length 7.00 R Opening Height 0.83 k Curb Throat Type Horizontal local Depression 4.0 in Local Depression Widt 4.00 ft Attribute Minimum Maximum Inc~ement Discharge (cfs) 0.00 20.00 2.00 Gutter Witlth (ft) 7.00 21.00 7.00 Worksheet: Curb Inlet- 1 Depth vs Discharge Varying Gutter Width 0.6^ 0.5 0.5 C~ • ~ u.soi ~ ' 0 o.3oi 025I 0.20 ~ II 0.15'. Y 0.10r v' 0.05~ 2.0 ~ ~.j \\~~ ~ ~~ , ,~,a~ y~ ~ -~ 7.00 ft ~- 14.00 ft 21.00 ft ~~ Project Engineer Jerry A. Salumbides Jr.,P.E. untitled.fm2 FlowMaster v6A [614b] 04/15/03 072026 PM 2u Haeslatl Methotls. Inc. 37 Broakside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 4.0 6.0 8.0 '10.0 '12.0 14.0 16.0 18.0 20.0 Discharge (cfs) ~ ro C~ 'I om `,'.~ ~' + ~ ~ 9 ~~ "'~ ^ ~ ~, ~ ~I ~ ~~~> I~ ~ ~ II ~ , II II II }('~- ~ ~ -~ J _v i1 ii +~ ~ ~m ~ "$ ~- ° ~ ~ + ~ ¢m~~ ~ ~ ~ II II (nU ~> I ///~ I ~~ i ~ ~ - - - - ~ - - - - - - - - -~ I ~ r-~m~,f -~""~• I I - ~ S~~ O9'~Zi =CO~ -'°' I I +...."n'.v.~"- -S~ ., -~ -`~=~'~ ~ - - - - - - - ~ \ I I ---- ~ n ~ I • ~ ~tl ~ ~ ~ II ~ _ ~ ~,~ ~~ 9`j ~ ~ i ~~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ o ~I~ o , ~~ ~~N~ Nm II ~'~ ~^~',II ~~p ~ (nU3~ 1 6 U ~ ~ 1~ ~1~ a~~ ~ ~~ ~, ~~~ ~ ,~~ ~ II ~ ~ ~F~y ~~ ' 11 ~~, 'a' j' ~ /. ~] ~ ~~ ~I II I~ ~I ~I ~I I~ II ' I ~ I • ~I I ~ IIC ~' ~,~ O' ~ N O V ~ ~ O ~ ~ ~ ~ ~ in Q O ~ O M O_ O Q pp ~t i•-j H ~i N ii l~ J NNN p QO~U N O ~t ~ ~ ~ - ~' _ ^~ ~~NOJM~"~ Q a u n u u ii ~F- J~ ~ ~~N V1lnC7Q07U~~ ~~ II II i ~ ~ ~ 12+10 I! „-+-g ~ ~~ ~~~ 0 ~ 0 0 ~ ~ ~ ~ ~ I I ~ _'ti ~ . ~' ~ G~ 88. 50 ~~ ~ 09 ~6S 5~,~~°W '`• ~-~ ~ ~ ~ ~ ~'~..".~'~ I ~~ ~1 ~, ~ - ~`~ ~ ~ m m °o '° ~..'-c', ; ~ ~ II 11 ~~^~ ,~, ~ _ ~ HYDRAULIC CALCULATIONS QS rl TRqcr 29661 . T2 T3 100-YEAR FREQ.: Q100 WqTE R SURFACE PROFIL 706 NoS. 5516 E LINE-A ADKAN ENGINEERS , 50 976.5001294.010 1 R 1009.9901294.080 1 .013 1299.390 R 1041.6701295.550 1 .013 .000 .000 0 R 1119.6701297.390 1 .013 63.660 .000 0 7X 1132.1701297.590 000 1 2 2.013 14 .980 14.9801298 1401298 ~ ~ :Q00 0 . . . p 3 140 17 R 1192.8501298.500 1 .013 R 1210.5501298.670 1 .p13 .000 .000 0 R 1318.3401299.710 1 .013 .000 .000 0 ~x 00 1338.8401300.210 0 3 2 2.013 14 .970 14.9701300 4601300 ~ 000 0 . . . 460 30 0 18, R 1490.7801300.830 3 .013 R 1581.6101301.200 3 .013 .000 .000 0 R 1674.9401301.570 3 .013 •000 .000 0 7X 1684.4401302.630 00 2 Z .013 18. 950 1302 600 -5.180 .000 0 . 0 . 30.0 R 1689.5301302.670 2 .013 R 1712.6101302.830 2 .013 .000 .000 0 R 1724.3101302.910 2 .013 30.000 .000 0 wE 1724.3101302.910 4 .500 .000 .000 0 SH co 1724.3101302.910 1 4 1 4 .500 1302.91 CD 000 2 4 1 000 3.500 2 000 .000 .000 .000 .00 CD . 3 4 1 .000 . 3.000 .000 .000 .000 .000 .000 .00 000 00 CD Q 4 3 0 .000 5.000 7.000 .000 . . .000 00 18.950 . 0 . • ~ ~,6 ~ C~ ~ m - z x x x x x ~n~o ,~ rv z Z z a o Z z 2 o o m v ~ O ~ O ~ O O O O O rl z O R ~ ~ ~ ~ C } I~ m nw O Z O z F F- F v.i v.i O ~~ d d d H a d d M d Z ~ ¢a+ w w o 0 o x o 0 o x ow a ~ ~ vo ~o vo ao uo uo ~o ao vou ' ~ ¢~ ¢~ a~ ° ~ ~ ~ ~ ~ a d m 1 ¢ ¢ o C a m m • w " o ~ ~ m ~~~ Hm o r i a s o w w w ow w w w aow w N JO JO JO QJO JO JO JO tOJO JO ~~ l90 t9t0 l90 Vrlt~O l90 l90 Wvi ~~~0 l90 ZO ZtO ZO ~ZO ZO ZO Z~O i•ZO ZO i T Q a Q ~~Q Q Q Q a . 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L p1 W Q:: rtlr- N N N N N O O 2 N 1Yi: 3W ' i0u I a i~ I I I I V i'- O I I 1 I I Q C ~-I I u S Q p~ ^ I W I N I 01 I 01 I I~ I M I F i! /1 "1 Ql V1 IY1 ~ a i: N~ N rl N N Ov V M N N N '-I ry "1 'i ~ t 3 i i i i i i i i i i 3 ;` ~ v~ o ~ p i O i O O~ i m i m i r~ i O 1= 4~ 6v` R rl ~O -I 01 O t(t lD r1 N N N Vl ey M ~--I Q ry ~] : L j Oi: . ~ ' . VI V ~/1 . M l0 ~ Ol Ql Ol vt N vt P I~ ~ ~ . M (YI . M M `~ C N'~ rl ri ti ~ -I ~ .i ~ i d O c0 O O~ O ~ O Z N W x M S i: ~ . ~ 'i ~ i Vn i i i i n i i i N N I C 4 O O Ol M O I d' Q I O O N N I V N ~p ~ ~(`p ~p ~ ~ Q N ~ O . 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WATER SURFACE PROFILE LINBE-64 013 013 500 .000 .000 14.000 .000 1320.97 1318.860 000 .00 000 .00 000 000 0 000 0 000 0 ~y ~ ~ O ~ M } O M W Z U ~ •• .Ls W v a -- c~ E N Q n W E w M O ~ N r ~ i >+ P N ~O J~ N r ~ ~ N m Z ~ H F ~ ti M a ~ o~tr m a z m ~ o - z ., ~ ., c F~- a oNa~ .+ z w ~n ~ a 5+ W -~ H W W ~ W >~" O N a ~ .] w o o c9 [~ • c~ z a z w H z > o 0 a z x F a ~ u ~ ~ N . . a F+ o 3a D .a i o v~ a o c9~ E m ~v [K a N .] W t W ~ ~+ U E W f~, U] Q O o W 3 i [G .] 0 3 .] W N o N ~ y 3 w F U c~ Z c~ a m ~ H W W E p aau~o o w a m~ ti ~n 3 o a m w 3 W f- (G P C E E+ w a a ~ ~ O £ o o U ~o H Q O S O ~ m S ^ CG N Q N N ~ fx~ Ul E N w a ¢ o H ~ W F o E ~ W a 3 ~ ~ a a w O ~ a - o i i 3 O W c~ Z~; v: m v~ 3 W r+ 'a F; C W ~ N i+) W Z W S r c m O O O Ll U; Z Z Z Z W W W .] E Z Z Z io J O ~- N N H H W Z ~.] i-] r] ~ ~ H Z 2 • ~ n G] r y~ n n n U J U J W W W H L 2 .. 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Z9661 100-YEAR STORM : WATER SURFACE PROFILE ADKAN ENGINEERS 1000.0001316.510 1006.0001316.700 1029.0901317.640 1075.4201319.530 1079.4201319.630 1095.1701319.790 1116.9001320.000 1397.5001322.800 1401.5001322.840 1538.4701324.210 1645.4201325.280 1747.5001326.301 1751.5001326.341 1845.4001327.280 1914.4301327.970 2097.5001329.800 2101.5001329.840 2333.3301332.150 2401.5201332.860 2405.5201332.900 2468.0001333.500 2468.0001333.500 2468.0001333.500 1 4 1 .000 2 4 1 .000 21.800 LINE-C 1 1320.150 1 .013 .000 .000 0 1 .013 .000 .000 0 1 .013 -62.170 .000 0 1 .013 .000 .000 1 1 .013 .000 .000 0 1 .013 -4.240 .000 0 1 .013 .000 .000 0 1 .013 .000 .000 0 1 .013 .000 .000 0 1 .013 15.090 .000 0 1 .013 .000 .000 0 1 .013 .000 .000 1 1 .013 .000 .000 0 1 .013 89.890 .000 0 1 .013 .000 .000 0 1 .013 .000 .000 1 1 .013 .000 .000 0 1 .013 -90.030 .000 0 1 .013 .000 .000 1 1 .013 .000 .000 0 2 .500 Z 1333.500 Z.000 .000 .000 .000 .00 2.000 .000 .000 .000 .00 0 ~%" n u o -. x z x - " x x ,. _ x N.- O ~ N Z Z Z ~ Z Z Z Z Z Z Z ~ ` ~ O ~ O ~ O ` ~ ~ O £ O O O O Q O Q ~ J M ~ ~ ~ £ ~ ~. ~ ['i ~ W ' Z Z F F E F F F F E E F N U ^ W W W W G. 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LLi: Ol p pt N .i ti nl tp O t0 ~--I CO '1 O O O O • Y M Z ~ NU S% O O ey f'1 r'I rl „~I N ~ LL N C C L p ' ' ry N N N N n O J : W V i: M M M M M M M M M Z 01 K x ~ d r-I '-I rl '-I e-1 ~-I ~-1 '-I .i ~N -'~ ~ Mf-i W n - ~ I I I 1 I I I I V1 W J 1 VI~Y W V H ;: 'O Vl I M V1 ~ M Vl I M V1 I ~ I 1~ Vl I I~ ~O I r1 p'~ I W N I[O >.: ~ ^ n I~ t~ V .i N T O 1~ n t0 ~ LL a i 0 O O . . . 1y . ~ .. a O) N O 4 H L~ ; O O O N O N O .i O rl O .i O ~ ; > Z LL;, >w~ a ~nu ' ri.n in n i r. i i i ~ i ~ v S w ;: -- _ - - i r ~ J ' ' I l ~ I O ~ h l N ~ O I O I ~ Z W LL ~ ~ Ol O ^ N ~- k r Vl it ai a 3 m 3 ~ ' ~o ~o ~p ~p ni ,ti ~-i o 0 n 1~~~ VI ~v '-I .-I ri rI ri L 1 1 I I I I aw ~ e-_--- - - - - I I I ~ ~~ Iw- n~ m~ ° ~ ° ~ ° ~ ° ' oi oi oi oi v m m m ro ro m m ro 3 rn 3 n v~ n ,ti ,ti .i rl .-I ~-1 .-I .i 1 !6 N i~ (] LL t Y N N N N N N N N r N ..¢a V n U W+` v N ~ W +` a ,ti~zn i i i ~nONi: _ _ _ _ ' I I ~ l0 F- U' i~ 1 N Ol i O I O 1 O I R ~ 1~ ~ Q N I 01 1 U1Zi~ L O ~ M N W C L 3 61 K i: W> i: '-I . N . et . l p (v j 1 /~ ~ N Q O ~ Q Z;: Y N O O O O O~ O~ T O O L O W Q i: N ~ N N N N rl i-I rI N N a Z>Y:: 3w m m m m m m m m m ~ O ;: rl r~i .i .i ~-1 ri .i .-i rl VOQ.v i I i ~ i i i i i i pti ~ L ~ O lO 1 O I O I M I O I ~p I VI 1 l0 I f i: Y ~ ~O ~ ~ V ~ M fp r < nF :: M '-I '-I '-I N N Y N LL A M n1 N N ~-1 ~-{ ~y H ~ i: ^ v 3 i i~ i i i i i i i 3 ~ ;~ 0 o i O i R i c i n i m~ ~ ~ ai +: N n o n v m v v m rn ao m m m m m u at ` .-a n o ~o o rv ~ o m o n o rn o .y o ~ . ~ t ~ o o o o n o ° u a i w ~ ~ ro w o w o m o ro o rn o x >r ~n;: Z ,ti . ,~ . .y . ti a .-i . .-i • ,-i . ,y . ,y i: C W i~ M M M M M ~ M M M M M k M .L i~ J rl rl rl rl ~ r'I "1 „'1 „'I rl i V~ ~ _---__ i - - - i n i ~ i i ~ I ;~ C O 1 O O O O I O O Ol O Ol r'I ,--I rl I V O H rl I O N V Q I P ~p N O O ~ l V1 I N Ol fI1 1 I~ • O B i: O O O O O c0 O1 J Ot n ~p N O1 r N -I o 1 Ne ~ ' p . p lp ' A~ i~ O l0 (O M 01 ^ n'1 Q !v1 M f~ N lO N P l0 M ~ - ~ W:: O V N N J Y \+ ~ + O O O O O O O O O O - v1 J i: LL .i .-1 ~ -f ri Y ri ri .-1 rl rl ~ Z ~ Y ~ rv ~ a t;: ; s.~ V,t o 0 0 0 O O O O O J Yd ~ u 3\ a~a w w w w w w W M F N O L 6e Tk d a ~y 1-I i a d d u d d n zd t-. i a ' H a ri M fy N ~-I H ~-1 H ~-1 H rl N r~ a Q ~ - _ _ _ _ _ ~ a _ _ _ ~ a i a i a i a i a ~ u a i _ _ _ _ _ _ _ _ _ _ _ ~ O O O O O O O O O O O O O O O O E T J p, O O O O O O O O O O O O O O O O O O e N N,~ . . . . . . . . . . . O C ~ I ' I I I I . . . ^'~ ^ N +• 3^ ~ ~ + O O o O O O O O I O O 1 O O O O O O I O O O o mu 0 o 0 0 0 0 o O o 0 0 0 0 o O o 0 0 O R 4)H LLa ~ ~ ~ ~ ~ ~ ~ ' O ' O • O • O • O ~ N „ V~ I C ' x* m r m O ~ I ~ _ _ _ _ ~ i i ~ i ~ N a\H i e ~ i i i - ~ __ _ _ _ -_ +` YLL t O O O O O O O 1 O O .: O~ . Z:' O ~-1 O i O O m N a . N = k O ' O'i O r-I O ~-I .-i O ~-1 O .-I 1J y N-~ ry ' ry O !V O (~j O y ~ ry ~ N O O O p Q 2~ I ' I I I ( N _ - - I 1 I I I I Y G ~ ~ ~ n O O.~x ~ i i ~ i< ~S ^t ~ 1~ M I~ I~ M M M M I~ O O M ~ M t= 3 a E a m rn m m ~ .y ~ ,~ ~o ~n io ~o ~ ~n CQ ~c M M ~c ~n „ 0 ~-i .-I r1 .ti ti -1 l H 3 O a . r ,ti ~-1 ri r1 ~-1 .-1 , .-I N « LL I 2i[ 1 - 1 - 1 _ I I I I I I ~ Z4 I I I I i~ U V ^ P I I ~ I I I V ~ Ui: . l p ~ ~ M 1~ lO N I~ r~i 1~ I~ 'i I~ rl I~ N ~ V O. p d rl ri ri ~ i0 -I . -1 t0 ~ ~p . ~p . ~ i~ ~~ W O;: .i ri ~-1 i ~ • y • ~y . ey . ~ , ",~ .4 ~ p L t~ ' r rl ~-1 ~-1 rl ~ V I LLC I I I I I I I ~ ~ i~ 1 L R I~ I rl I tp 1 O I CO ~ I~ ~ ~~ O l~ n Ol W pi rl p .1 ~ O p N ~ ~O O O v~ O in Z ~ Qr- ~;: . '-I . rl .-1 ~ O • O . -I ~ ~ ~ ~ ' ~ d' N ;~ ~ W tt ` ' 'y ' r-I rl ti ri ti H i~ Vl W:u ~ ~~* ~ ~ 1 I C H a I I I I O J ¢ . I p 1 1 I 1 I ~ ~ U ,'t, ~+- 3' V V W M r1 N M N I ~ j W * mW * ti O ri O N O N O N .i ~ N i0 p O p . J LL H k C9 LL 2 N N N N N N N N M V~ Q vi ~ n O _l i. W U' u M M M ~ ~ ~ ~ ~ N z m z ,y ,y ~y ti ti ~ m m m t~ ~ a a i r ~ i i i ti .~ ,~ H ti w u- i i i i i Vl W J ~: I H C ~ W A ~~ f~ I O T d' d' I Vl ^~ rl I V1 V1 I ln Q I O1 N I O1 P I O V I O Q O ~ Q LL d ttl Q i; ~ N ~"1 „'~ O O O O O O O O O O O ~•' LL' O v v ^` ~ O i O fi HL CL Y' k ~2 LLa . O '-1 O .i rl O ~-1 O .i O ~-i O r-I O >v ~ a s ~ne . • . V N ~ ~ i i E W t i i i i i ~ ~ Z W ~ $ ~ I ~ I O I O I ~ I Ql I O I ~ LL N ^ N ~ . ~ N ~ ~ ~ 3N 3 ~ ;~ ~a e O~ O~ m . o] . w . w . m . o0 . 0 l'..- ~ ">v a 0 ~ i ~ ~ ~ ~ a m ¢ - ~ i i ~n ~ w n i ~ x 4 ~ I Q I O I ~ I O 1 O I O I - - - O I - Q I N Q tl /'~ 5: . q . w ~ % W Q] W 31C 3VIi~ O~LL "-I rl rl ~'1 rl rl Y ..tLi~ U N N N N N N N N N m v fw; a ,~ sz;: i i ~ ~ ~ m o.. ;~ -__ _-_ - - _ _ ~ ~ ~ ~ E N ~o O1 Fm> ~ V12C ^~ Q- ~ ~ _ m I _ _ _ 01 I _ _ I~ I _ _ ~ i _ _ I~ ~ _ W 1 L N W i: L ~p p~ m ~ O ~ ~ ~ M 1~ 01 d' i~ N 7 b . . N M VI 01 M O • QZ<: VN ~~ c O N O O . . • . Q d Z YYi~ 3 W N N N N N N I O i~ ~ ~ ~ M rl M y T M M M F 0 Q T I I ~ ~ ' rl N rl rl V O ~ ~ i i Q ~ ~ i: x ~i oi o ai ~o vi m ~i mi mi mi ~ M ? V o N ~ ~ ~ N i~ 6~ v~ tit vt i^ v '-I .-I rl ri ~-1 ri r-I rl '-I 3 ~ ~ ~ ~ ~ i vf 3 ;= i i +` m l~ i o i 01 p i O i o i Kl i p i , Y II4 M ~ ~ P ~ m O f~ Q M N p) 1~ O O O O O O V : ~ > O ` . Q 0 ~ ~ ~D O I~ Oi O O C O W O ~ v • O .i 'i .-I W T~ ~~~ ~ O Ol O O~ O Ot O O~ O al O O O N O N O Z ` 'ti N ti f'1 N ' N . N H ~ C W ~. H i_ M M ~ M M M M !Y~ ' M i: I L.~ V i: ~ ~ ~ '~ '~ 'y ti rl ~ I I ~ I I "i i` i " ` rl i O~ O O O I Q ~ ~p O I O O I O O O O I O O I O vi O E ia ~p ~ M O O m o~ N O O N Ol M O Q n N n ~ N ~ M ~ O W L~ r' + O N M N r-I ^ N Ol V~ rl l0 1 C] ~ ~ ~ / ~ ~ T ~ r O M I~ P VI \ J1 O -I O O O O O ~-1 N M M LL ,. ' ' ri rl '-1 .i ~ -1 rl ~-i .-I Y~ • M 1~ i~ L O. L i: U.t O O O O O O O O O Y~ > ~ + 3\ ~* a a a u ' w w w w W M : ~ e O a" Ti: l H l a a a a ° ~ •~ ,:za ~c r ia r M ia rl M ia ri H ia rl N rl H '-I H .-i N ri F a .-~ ~ __ ___ - _ _ _ - _ ia id ~a ia in a , _ _ _ _ _ _ _ _ _ _ _ _ a y ; o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c E ~ ~ ` O O O O O O O p O O O O O O O O O C n N N+ . • . . , ~ F I I I I M .k }.+ ~~ 3 0 I r p I O O O O I p O O I O O I O O O O I O O I O O 1 O O O O . iax O ~ O O o O O O O O O O O O O O O O O v NH LL:: , p . . p . ~ O . O ' O . O . O • N ~: VI I ;: • • • • • I ~ NL X4 m : m o ~ c ~ ~ i ~ ~ i ~ ~ ; ~H i u i i ~ - _ - - _ - _ _ - i YLL ` x ~ ~ ~ O O~ O O O~ + t I : o~ ~ : a + O M O M O M ° ~' ° ~ ° ~' ~' v z. o,ti o ti o ti o . -i o . -~ o ti o , -i o -i o ti J ro ~ ~ ~ ~ O ~ . O ~ 4 ~ N 5: . ry . ry ry , N , , N N N N N O Q . 0 i I _ ~ - ~ - ~ ~ ~ I O v ~ I ' I I I ~~ O ai: I I I ~ u~ Y 0 'u M W M M O] M 0o m co m M M ' ~O N ~n ip ~n ~o tO V1 W M [O M W + 3~ E,` l0 i0 in in ~n ;' 0~ .i ry .-I ~-1 .i .1 ry -i i 3 O, . . .i ri ri e-I rl .i ri rl rl •: LL I Z+~ I 1 1 I I I ~ i` Z I 1 I - I - ~ - ~ - I - b +` UL ' i~ U)i~ M 1~ ri M 1~ r"I M I~ l M 1~ I I ~ Y U C l0 . i0 . r i0 . rl l0 I~ rl I~ rl h rl 1~ rl !~ ~-I ~ ~ a ~ n . ,ti . '" . 'i . ~ ~o . ~ ~o . l0 . . lD . i0 v o;. .~ ,-~ ,ti ~ ' ti ' ~ '~ i i ti '~ .+ LQ L1 , , , r .- ~ ` U I LLiu 1 1 I I I I I 1 S C ~ I OJ I N N I N I OJ N W I 9O O l~ v Yl N di O • O • O Q ~ O O O ~ O ~ ~-I ri rl p • '-I p • l ~ ~ ~ V H i~ IJ y r • ti . rl . ~y 'i ti I- +` N W u ~ +` ~ ~~t I I I C H i: - I I I I I O J i x ' ~ ~ I _ - _ _ _ - _ _ _ _ - N W U i~v- I 1 p ~p 'y ~ ~ N M I I L J O W W k L. tt LL;e C rl N N W vt M v1 O1 vt d' V 01 O Ol M n1 V1 • Ol M ± Z .. N'D 2 k v1 r-1 l0 tD h 1~ ~ LL H ~ C L N N N N W N ~ M T n O ' J Y. W V' i M M M M M N N 2 01 V' N 1 d t i: rl N p~l rl rl ry rl M l M l M r{ _ W S[ - * ~ ~ I I I r I r I UI W J i: W n > ` V 1 O O O V ~ O ~n O ~n O V 1 O V O R I O R I O K I O ^ Q LL „ p ' + Q+ . -i O O O O O O O O O p O O O O O O ~ ~ ~ . ~y . ~y . .-I . .-1 . rl . ry . ~-1 rl ~- i ~ K K u~ 2 LL t O ~-1 O .i O ' rl O ti O '-I O r1 O .i O rl O Jv ~ d u ~iv . N~ ~ I I I 1 1 V E w t I I I I I I Z W U 1- I O ~ N O I O O I O I O I O 1 ~ I Q I ~ LL ~ N N N N N 3~0 3 ~ i~ > la a m ro oo m o~ m ao m m l~ r i vi L i~ i: I I am a a--- -- - - I I t I I I ~n ~ Q t ~ ` ~ ~ ~ ~ ' ~ ' ~ ~ ~ ~ o ~ o i o ~ w ^ ~ . ~ ~ ~ 3 0+ 3 ¢ ~n . rl ~-i .-I -I Y ~~ dV N N N N N N N . ry ,y ry U W i: V ro F w ;: + a ,1 ~z;: I i: I I ~O O L-I i: - - _ 1 I E m ~D m F-t'J+ ~ mz;. u n i rl_ ^_ ^_ - ^- _ N_ _ ~_ _~_ _ ~- L N W i~ L. tt Q Vi ~ ~ O1 K i: N D i: • y~ P ~ 01 N O ' Q Z u 1~ N 8 in ~n • . • • • d Z TY 3 x N N N N N N N N C W M I ~ i: N ri ~-I rl N r1 rl ti 'I U O¢., i i i i 1 1 „ I Q R' ~"~ I -:: S C !~ 1 I~ I~ I 1~ I I~ I 1~ I I~ 1 ~ I~ I I~ 1 F- R Yr1 Ih N n vt 1~ N N f~ I~ I~ aF v~ ~n ~n ~n . N LL v u ~-i .-I 'i r-1 ti .i ri ri .y p x ~ i i i 3 i. _ i i i i i 3 ~ a) t O O vmi ~ O O ~ O i O m i ~-i i ~-I rn i ' u a+ pi~ m O O~ O N p ~ O O O v O co p V i: L> p . O O n O N O M O M O tD O ^ a141 % N O M O V O P O ~ ~n O v~ O ~p O p W i~ ~r Ni~ N • N • N ~ N • N • N ~p O ip Z u C W ' i~ M M M ry . ry . ry • ~ J : H L:: r-I ~ ~ ~ rl ri rV rl r-I iVa i i ' I I N i: I + C t r O I l0 Q O tp I R O ~O O I R 1~ -1 Q ~p O V' ~ I lp O 1 O O M W N N O E i~ M tp tp ~ R O cp M N ~n I~ ry p O O O O T . C N~ ~ O~ V I~ ~y M O N M O F~ ~-1 .~ N vt OJ O ~ V M !~ C i W ~ W !: O ~ ~--i N ~ N µ r V '~ l0 Ol J ~ L ~} V' '-I In VI ~ l0 h ~ f~ 1 I~ • CO "~ vl J'.: ri `i r-I '-I .i ri ~ LL ~. '-I N ``~~ ~~ • ~ ~ a c s ~ .~;: v c o 0 . 0 0 0 0 0 0 0 ' ,:ua ~ ~ '• ^ 3\ a~,: w w w w W w a M i L Ti a rl H l a N I a a a d w ~ Z a r_ r a e- M ia a fi F-I r'1 H rl N '-I M rl M r1 M ia a ~ __ _ _ _ _ _ _ _a ~a _a _a ia i _ _ _ _ _ _ U1 J : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E N K : O O O O O O O O O p O O O O O O O N .: . . . . . . O . . . . . . . . . . ~ 1 I I I . . I I I :- Y " 3~ I r+ ~~ O O O p O O I O O O O I O O O O I O O O O I O O O ~ p o O o O o p O O o 0 0 0 0 o O o 0 O +" NM li;: . . o . o ~ ~ ' ~ ' O ' O • O ~ ~ N VI 1 i I x O~ i~ GI 0 I i I I I - - ~ I 1 I I I I i \I- I h I I ~ ~ ~ ~ i~ 1~ lL .~ L I v` ~ k O O O M O O (~'1 O ~ 1 I I I Q O O O O~ 2.t O O M O O M O M O M O M ~ * ~ O O O O Q O rl O rl O .-1 O '-I O rl N N . N O ~ O O • O p N N i~ S~ I y. I ~ . N N . N N ~ ry I O 3- _ ~ I I ~ ~ - n a = o i u o.,: ' ' _ - _ - - - _ - _ _ - i ~ i ~ i i[ FL ^Y M ~ (V~ ~ M O'J M y M (p M ~ M c 3'Ya E+ ~o ~n 1° `n pJ n n ~ ~o ~o ~n ~o ~ ~n ~ ~ 4 O~r- Li: ri ~-1 ri .i '-I '-1 i l i ~-3 O;~ r r e '-I fi ri rl ~-1 '-I rl ri .-I u LL i Z% I I ~ ~ ~ § _ _ _ I 1 1 Zi+ I I I I ~ • N e UL i~ N:: M h ti I~ M M l f~ -1 ~ M M M ~ M ~~p ~ 4, U n ~p • ~p r ` I~ e-1 1~ '-I I~ rl 1~ '-I h rl t~ '-I ~ Y a 7.: . ~y . ~y ~ ~y ~ rl ~O . ~O . ~O . ~O . ip . ~ i' ' Q O n rl r-1 .i 'ti 1 ~-1 ~-1 y ~ `i L ~ ~ i ~y ~y '- V i au i ~ i ~ ~ i i i R ~ I Si l0 t I~D I N I W 1 O7 I~ O] ~ M- -M o ~ rc a i i n,: o O o `D. o `n o ~n o o ~n a ~o m~o ° z u nr o~ . ti . ti ti o o ~ o ~ o . o . . 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N ~y ~y ti m m 3m 3 ] ~ u va i. u m m m . . , m m ro m ro m ~ ~ ~ v n ~ ~ ~ a v s ~ ~ i N~ F k ~ W~ ~~ ~ ~ O ~ 0 I Q I ~ I O I 0 I a a ,- + . . ~ °p °~ ~ ~ m 3~0 3Uli~ ~'LL N ~ ~ ~ ~ ~ `~ Y ..~.~: V N N N N N N N N U Wrt v ro gw;: a ,-~ sza ~ i m o.. u-- ~ --- - ~ - - ~ , , - e m m rn I- ~ ~ i inzu eo- m i m ~ ao i - - - - - - - - - o ~ o i n ~ ~ N I L N W i: L y N V V O] N V O1 01 d' ie UI ~ . . t • ~ M R N lD Ol O L ' QZt~ Y01 t • • • • . O ~ ~ M d O WQi~ Nr- i: N N N M M M M M Z )Yi~ 3W M M M M M m M M ~ ~X ~ ~ ~ M M M l ~ H O Q i~ I ~ rl '-1 ri fl r ' U O ~ ~ i 6' ~ d L ~ I W ~ I M I O I O 1 O I O~ LO I ~ -0 In VI Vl ~ ~ : a~' V1 V1 N VI v u. i: O v x rl ~ 'ti ' `~ '~ ~"~ ti .i rI 3 a i i i i i i i 3 ~ t~ N+ p~ O 00 O N O O O i O i O i I~ ~ ~ n h O O O~ O I~ O O O V O l0 O ~ p p~ Q m U ~ .i O m O m O ~O ~ .-I O m O ; N m r e n W it ]r V1±: N ~ ~ ~ ~ ~ ~ ~ ~ ~ O N O N O Z Fi : C W ~ ' N !~'1 M N M N fI1 ry~j ~ M ' M • M . M . M M i: H I L + U : ri 'i I r-I ri fy ~ ~ ~ ~ ~ i 1 1 ~ ~ ~ ~ ~ N C p ~ ~ ~ O I W w I N O I O O 1 ti r1 I O O O~ ~y ~^ O E V O V O~ 01 N N n O O O v V T m oO m . N i~ V O T O M W P r+) C I~ h W Y ,: v' ~ ~ ~ ~ O P N 1~ Q ~-{ M P N !~1 M ~p -~ N ! ~ Wt \' Q~ cp N ~ ~n. K ^t ^ ',p „y T .T ~. :n Q - ~ .: J M f0 ~ Ol rl O O ~ LL ~. ~ '~ "~ N N N N N Y~ n u ~^ ~Y d O O O O ^ S v} i~ Y d 3 a m ' ~' °"' a a w + Tc ri H .i H .i F: O l~ a •• .-i Z d "_- F" - _ ia _ ia _ ia _ ~ a _ - > o 0 0 0 0 0 0 41 J Ka O O O O O O O ~ N Nu ~ . . H i i u 1~+ I ~, O 1 O O I O O I O O I M +~ 3 ~ t~ o 0 0 0 0 o O ~ ; LL ° o 0 0 o aH ;: . N <: N 1 C I x Id L X i~ ~ + m ~ I I I I i~ \~ I I I ~ ~ ~ .'~ !-+ LL Y O O O O > L I ' O M O M O M Q ~ * OI p Z n O ~-1 O ~--I O .-i p ~ O O ~ p . V~ t W~~ ; N N N ~ N ~ 'r 20 ~: -- ~ i~ --- - I - - I - - I - i - - ~ d I I I I O d:e i~ F S ^ i: O c0 a0 .1 0~ ~y p~ 1~ " l0 ~/1 tn t0 ~ i0 R 3'O En + O~~ i.;: .-I rl ~-i rl ~-1 rl .i 3 Ou i• LL ~ Z5: i i ~ ~ i~ 2t I ~ ~ ~ ~ +t UL Cli~ I~ n O 1~ O 1~ V U io tp • ~p _ ~p . ~ i: 4~ fl ~ i~ N ~y ~ ~ a~ O u r-1 .i e-I rl LO Li +` U i LLS ~ i ~ ~ a ~.C R ~ O ~.-1 ~.i ~ a :~ w ~ nM o ~O o tD o iO ° ~ a i y o z n a-- o;: . , . ,ti , ,ti c N r-r F e~ w i: VI i~ Wtt I Nu I 1 I C H i~ - _ - O J ': . 1 C I I I I ~i % 00 V ~ M v~ vl L W J e W W ~ 1. LL q V O V Ql ~-1 ri • W i-i Z : NU 2.~ ~n ~n ~n tO > M M n 0 J/ WU' t M M M Z T ' K n ,< ~-1 '-1 rl ~ U N Flri d - p 1 W G - i I I I I VI W J " I W C r1 I ~p O lO O I M p I a >'. O O~ O O~ O O~ Q~ ^ Q LL s ~ N a u O J Y a ti ri O '-I O ,- i L 2' 12 LL+` . . > W ~ C VIC v E ~ ~ c ~ ~ ~ w i: ~ K U tr I ' ~ d i W ~ ~ Z h ~ O O n LL r~n e e 3 r Q 2' el a cO op pp n N 3 ~ i > l'! ~ v vl ~ i a i i i i aw c '^ ~ i oi o i oi oi ~ ~~ +' ~ ro o~ m y 3 rn Q ^ 3 i: vt u .i ,y ,y t0 Vlv` ~'LL tr N N N N Y ~• p-% V U Wi: ~/ k ~tl E W i~ a ,ti ~za i i ~ i ~ o~,n- - ' E ~ F- l~+ i rv i O i ~n ~ ~ ~ N T VI Z;~ t0 'i v t D L N W i: L ~ p y~ ~ ~ T K 4 W D . O • Q Z.: Y N C P et R y~ a z iY : 3 ; w m m m m i ~;: rl ~-1 rV .~ F- OQk 1 t I I 1 U ~ - ~ _ Q ' fI -Y I N I O I O Ol I d 4 S O ~ F- V: Yr~ i9 i0 ~O t 0 f aF- . . . i rl ri '1 'ti . p v 3 -- ~ ~ 3 ~ ~ ;~ o i o i in i o~ a+~ m ac m w o o O rn m m ni m io rn U 4 L> Ou ri O O : m ~ ~ W >r Vt.'• m m ~ V m Z ~ C W i M M M $ Iv1 M i: YY S f ri rl ri Q ri J t U +` 1 ~ C I i0 -__ --_ - _ ~ I i: O I O O Q Q I tD Z O N C i: N O N lD m .i W O • O E; N O ~ N O F~ } ' .-I T in ~n O n J m W N W:: p , • l .,J J Y \+ V C V Q P H UI J i~ N N N 3 N LL . `~~ • T1 TRACT 29661 Q T2 100-YEAR STORM FREQ .: WATER SURFACE PROFILE ~~LIN E-~~~ T3 ADKAN ENGINEERS so 1000.000 6.250 1 10.700 2 1143.180 6.970 1 .013 .000 .000 0 R 1178.190 7.140 1 .013 -44.570 .000 0 R 1210.930 7.300 1 .013 .000 .000 0 JX 1216.130 7.800 2 3 .013 6 .400 7.600 30.0 .000 R 1250.200 7.970 2 .013 .000 .000 0 wE 1250.200 7.970 4 .500 SH 1250.200 7.970 4 7.970 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 3 0 .000 5.000 7.000 .000 .000 .00 Q 6. 400 .0 • • `~~ • ~ _ _ _ _ ~n rl O .-V N Z 2 Z O Z v ~O ~O O O O ~ ~ ~ Y O O p vw z z a a a am i-. a •• w w ° ° vav ~ ~ ~ o ~o ~o ao v o E> Q Q zo zo zo o zo .F a a Q, Q• Q~ 0 Q m °o > O ti m m i o > a o w w w ow w N J O J O J O O J O J O ~ t~0 l~l~ l~0 COl~O l~0 ~ v 20 Zvi ZO .ZO ZO a ' a Q ' ~ a ' ¢ ' ~ > p ~ V W 1 ~ N ~O VI VI vl Z H V10 vl ~ ~O ~t0 JO O~O JO R}• HO HO HO ~'fOHO HO 0 0 ^O ^O p0,: i~Op ~ p0 W~ K C Y K C K W /~ v~ I~ O ~ J • ? W ; WO ~ W01 Z ~ N I/11~ 3 0 3 v 0 U,} O . Z p ~ a ,~ v~m '-I H v O J } p Z _ O ~-1 O r-• N N ~ . n a C~v W MlO „ ot+> z p '~' Z N y~ i"~ J L LLl-~ ~ N W r-I 1~~ W m m m m m O Y • I J W O O l~ H LL Z i-i ZO . 2O . ZO . ZO . ZO . d~ LL. N R' VI MQZK a ~2H~ VI J ~O UI V H W F ~ o ~'~ Q 3a i ~ d' O W O LL ~Q ^ N V ~ HJ dQ ~ d I N1 ~ H V in Z W LL ~ y~ a O O W K W J O 3 w a ,~ " x a i. ;~ i~ a N I- F ~ F- ~ F ~ ~ f- ~ ~"~ ~ Q J V rl V rl V rl V e~l V N l„1N ~J e{ V V 3u I- 3 w w w w w w w w w V' Q 2 I . ~ VI V1 V1 UI N IA VI Vf LLW F- . x ~ ~ ~ ' ~ asinp o w p~ w I-o Ho I-o I-o 1-0 Ho Fo I-o ~QF+ O J W J Ktn L'1~ KR S'O KO KI~ KI~ KI~ V~t/Im3 O H 6' H Wrv w01 w.-I wm wa0 w0~ wm wO~ ~ LL LL LL z Z 2 Z Z +w n ~ VI O ~O ~O 1~ I~ h ZI~ ZI~ 2n ~~ ~ M H Fi H M N H N F- W 3iw y o W w d w ~ l9F 0000 U t0 VI M U.~ Oi: 01~ Oia Oi• O s O O O M Q O O O O Q ~ ~ Q Z O $ m Z O~ $ M Z M Z O 2 O Z O W H O~~O LL ~ ~ Z LL 00 O.-I O~-i 00~ O.-i ON pN ON 20 ~~~• K N Q W C H• M~ H• N~ H• H• M~V1H • Nrlrltn ~ W ~ FO HM ~-~ FO F~O F-OW f-OYHO ~n ~ > z ~n ao ac a~ a~-+ ati a~+u a~+~¢~ p O Y W ~ ~ ~ ~ ~ ~ ~ ti ~ ~ ~ ~ ~ w C ¢ a' i /1 v i f -i v I v i v i ~ -1 V 1 ti Q v i ti 3 v i N aF F H ~ ¢ W F ~ o ! - 1 - ¢ ~ O 3 30 w Q Q Q Q Z Q Q W Q iQ > 3 • N " H H F O V- F- H F- a f a a a a~ a a a fa a w a x o x o x o ~ o xo ~ o wo H ¢ ¢ z ~ u a v~ in in in a in in a vi < ~n u i~n O\ ' > ~ w ~ w ~ w ~ ~ ~ W\ 3 ~ >\ 2 ~ W "Irir10 I I I UI ~ K ~ d' ~ 2' J n ~ K~ ~ VI~ 3 Z t-i ~n vi in Q Q Q Q Q Q Q Q ~n a 3 H «i .i ~n in ~n in ~n ~n ~n in W o r1 N M H H H M H H M H za i x> c a V m O O O ~-1 rv m e ~n ~n n ca W V H Z Z Z 2 N W W W J F Z Z Z O lD UO r1NM~ Fi H M Z Z Z Z Z Z 2 Z r4 W Z J J J v~ ~n F~ F- I- F- F- F- H F- '~ l:! l~ tJ z 2 z Z z Z z Z • N W W W W W W W W Q W ^ ^ u u ~ ~ ~ ~ £ ~ w z~ e J Q O ~ ~ ~ ~ Q Q Q J J J J J J J J ~"~ V V V V V V W W W L'1 W W W W W W W LL Z I Z ~0.~ ~ • .i n t,t o 0 0 0 0 0 0 O L~~ U: . . . . . . . rl u Y 2 +` 3\ N;~ W w w w w m ~n na a a a a a W rl : O L ' Ti~ rl H rl H 'i H e-1 M rl M rl O ~ ,tz~ H+ i a i a i a ~ a ia i i ¢ v ,~ _ - - _ - - - - - - _ a i 0 0 0 0 0 0 0 0 0 0 0 0 m ~ z; o 0 0 0 0 0 0 0 0 0 0 0 E N N .: . . . . . . . . . . . . ~ ~ 1 1 ~ I I I I 1 t Y r-n O I O O 1 O O I O O 1 O O I O O I O I ~'+ +~ 3 ~ O o 0 0 0 0 0 0 0 0 0 0 O 'tl;~ O • O • O ~ O ~ O • O O O + m H LL ,: . . . . . . rv ~: m i;• n : N~ Xc ~ k m O ~ a i i i i i i i ;\ ~ i ~ i i i ~ N ~ 1+ O O O O O O O + L I - O M O M O ~+f O rn O M O O ~ Ot • Z i~ O '-I O rl O ri O .-I ~n '-I O a~ r N =+ O O O O O l~ i~ N'~ i~ N ~ N ~ N • N • r-{ ~ rl N l0 : 2p I I ~ I I I I I ~ ~ ~ - 5[ d I i: I I I I I ~ O 6i: i~ 'rL pi~ O O 1~ O ~O O O i~ O O Y + O M O ~+1 O rv1 O O O O O ~ 3~ E:~ . . . . . . ,: O'~ L.v `-1 f-1 `i rl I~ +~-3 O+ : LL I Zi'~ I I I I I 1 I i i< r I Z i~ I I I I I 1 a ro o 0 0 0 n us v: m o rn o s o m o ro o m o ~ V 'O tt N • N • N • N O 01 ~ Ol M C Y Q 3 ~t . . . . r. ~~ Ul Ou .i rl r-i .-V `. Lp Li + V i LLx ~ i i i i i i i sx i v~ O n ~ i T i i ti ~ L 7 N;~ O V O O O .-I O .-I O n O O o~ +: mv a~ o o • o o ti o 0 0 Z i~ ~~ O 4 . ~ . . V . . tvf . . P H 0 ~ 3 W p rl ~- I i: VI W% V1 W ~ VIC I I I I 1 I C M 2 O J N 1 ~ I I ~ I I 1 J ~: ~v- u t~ l0 N r-I tD O I~ N vt M h I~ N W : i~ OlW i Ql Q Q ~-1 Vt '-I lD O 1~ rl W Ol L J Y L LLk . . . . . ai i-+ w r. aiv xu o ri ,-i ,-i ,ti ,-a ,-i • ~ o w ~ ti ~ ~ ~ •~ ~ •~ ,~ r~ i n Z012' LL . % U' N d O i~ I I I I ~ I I I H ~-! K p - VI W C 4 1 W• tO I N lO I N lD ~ N tD I IA ~ I I~ O 1 O I W V 'O ~ h N M N Nf N M N M N M N O ^ Q W r~p Q e • O • O • O • O • O • • J•• LL V + 41 N a O O O O O tiLh' Q a ~S LLe . . . . . J v ~ LL ~.: H.O Vl K a I I 1 I V E ~ ~ R' t/1 I Y !~ I I~ I I~ I 1~ I N N I M I 1 Z W a ~ O O O O ~O ~O N F C n ~ V1 ~ . 3~Q w a mC i~ v v v v m m N3 F n >LL U'~ .~ Q v ~ x 3 i u i i i i i i i a v s -- --- - - - - - - - - - _ - m •• i~. oi o i o~ o~ oi oi oi ~n a m ao m m v v v v d ~ u ~T O1 W II UI 4 N N N N ~p tp tG ro C ~n r d LL a rl ~y ,y ~y Y LLK> V u wc v ttl Ewx ' a ¢z;: i c i i i i i i i o H ;: - E ~ U' i'~ I i~ O I W I I~ 1 N N I O1 I M 1 ro in z e o ~+ o ,1 c ~ n L f-I W i~ L i~ I~ ~-I M V lll ~p Ql Ol ~O K C N~ O ~O Q Z.~ F+ W O .-I .i rl rl rl rl L 01 W Q.: Nr rl ~-i ~-1 '-I .-i ey ~-I d N >Yt 3w i ~ ,~ F OQi~ I 1 1 I I I I I V O - Q ~ ~ {~ O I CO I I~ I N ~ N I 01 I M I R' i~ S vt N tO 'i V Ol O F v ,~ .i .ti n ~o 0 ;~ aH ~ N LL V V C V tvt M V pv i~ h i 1 I I I I I I 3 VI I O I O I O O O I O 1 p 3 W+ v+ O ~ Oi T O~ o o O n n it Y O.v` N ~/1 Ql C '-I V t~'1 N % vt Ol 41 ~ ~ ~> Ou O O O ~O O i a w v ~ o ~ o n o m m ~ o n w n W i: >r V~i~ • ~ ~ O • V 2 i~ C W ~ ~ Z ., < H r; ¢ J I UK 1 I I I t p I ~ ~-I I i~ O I O O I O O I O O I K p I O O I Z O I c o w m .i O~ V m ~- m I~ p w o ~/+ O Ei O .-I .-I O .-1 1~ Ql VI .-i O N N Ne . Y O m m M ~ m O F- t0 M O J O w ry W u O ~T ~t V J 1~ \4 O N N .~1 N Z N N ~ H uf J+ r-I rl rl -i ~ i-1 rl 3 r i LL ,. , n _i `~p ^ ~ • C~ T1 TRACT 29661 0 T2 100-YEAR STORM FREQ. : WATER SURFACE PROFILE, "LINE - Dj T3 ADKAN ENGINEERS 50 1000.000 7.300 1 11.540 R 1004.200 7.320 1 .013 .000 .000 0 R 1007.140 7.330 1 .013 .000 .000 0 R 1024.810 7.420 1 .013 45.000 .000 0 R 1047.450 7.530 1 .013 .000 .000 0 WE 1047.450 7.530 2 .500 SH 1047.450 7.530 2 7.860 CD 1 4 1 .000 1.500 .000 .000 .000 .00 co 2 3 0 .000 5.000 7.000 .000 .000 .00 Q 6.400 . 0 \~~ ~ _ _ _ _ C r'~ V'-IO rl N Z Z Z Z ti Q O Q O Q O Q O m f E f E N } ~ ~ Q W Z Z F F F F- u~ a a a a ~•¢m w w o 0 0 0 va~+ ~ ~ ~o ~o ~o ~o E Y a a o z O z O z o a Q Q Q F ro m ~ o > O w w w w N ~O JO JO JO ~ ZO ZO z0 z0 O I ,~ > ¢. Q~ Q. ¢. ~ N V . n W ~O V1 U1 N N Y ~O ~O ~oo ~O iy } NO HO HO~ HO ~ O ~ O O O ~ R ~ O >Q a • a • a • a • > Wv~ K 2' KN h' WC J • N J tO W e-I W cC T rl in in n v 3 3 ~ ~> z M Fn l/1 M rIHV ~ O ~ > p C 2 i ti O r-. H N W C H v Z + OHY N ~ 2 J VI H = L LL~ NWrI >pv - W M M M M O • ) J t~ r~i ri ey ~-I O i J O M Z ZO 20 ZO ZO d~n ~ LL. V' Z d Z O H HQZK I- d N F-SN^ VI J VI U H W ~'~ 3 ~i O Q C K O 1~0 LL 1:1Q F W N K C U M J d Q ~ d 0 N V V~ H W LL N N Z ~ 0 ~ w i ~ 3 3fi~ ~ + ~ * u Y a N O H F- W V- F- F- F- F- F H ~ H Q J V~"I V~"I V r'I V~"I U~'I U N U N 3w F- 3 w w w w w w w w ~n in ~n in in in in t'/ Q x i . i LL W F u n a a n asin~ o w a w Ho Ho Ho Ho I-o I-o Ho ~QH O J W J KO KN d'M R'N 2'M KM KM V1Nttl3 O H C H Wm Wm Wm WR W~n Win Wtn LL LL LL 3a ~ O ~n O Zn Zn Zn 2~ z~ zn zn W r-I R' 1' f d' 2' H H H H F-I M M ¢ F a w a F o 3~f ~ ~ 00 V ~O u i i- i V~ O + O+ O> O+ O O O HQ 00 Q ~O t~ Q $O 20 ZR Zrl Z~/+ Z~n Z~+ W N O LL m K Z LL 00 ON p.i poo Ov Ov Ov xo ~ ~ ~ ~ a w c H . ti . H . .. . H . H .~., ~ .itn ~ W ~ F'O F-Q I-1~ FC ~I~W ~hY~I~ N } N a K U Q F H O F- O F-O O H O 2 F O O F O W L' Q O Y 6' W UI rl V1 rl UI rl UI rl UI rl Q N ey 3 U1 „'I ~ w ~ aH o ~ F a F -F I - ¢ ~ O 3 30 w w Q Q Q Q Q Q SQ > 3 ~ I- H H H k- f- f- a w p ~ ~ o ~ 0 wo a x x i x ~ H f- U V V V J ~- LL d VI VI Q UI Q UI Q V1 Q Ul Q VI V1 V1 p~ } ~ w~ W ~ w ~ W \ 3 \ Y\ s tio ~ i i ~n ~ a~ ~ ~ a ~ a > > in~ 3 OW Ul Z H VI V1 N Q Q Q Q Q Q Q 3 a ~r ri H ~ ~ N ~ ~ ~ ~ ri W ri N M H H H H H H H o za I $} ~ M O O O ~"1 N M Q t!1 ~p I~ W V F- Z 2 2 Z H W W W J H Z Z Z O O O O O O O ~D U O ri N H H H Z Z Z 2 2 Z Z `-I W Z J J J . N ~ ~ i ~ ~ ~ ~ i ~9 ~9 V' 2 2 2 Z Z Z W W W W W W W p W H H H E f f f f E f W Kp O ^ ^ w W W W W W W J QQ O~ Q Q Q J J J J J J J N V U V V W W W W W W W W W W LL Z I I ~~,v • ti d ~ O m *= U O O O O O ,: a~ a x 3\ v- w w w w m :: ~n aa a a a a W N e O L Ta r-I N rl M rl H rl N '-1 O Q za I-,_ i a i a i a a i i ~ + _ _ _ _ _ _ _ a i ~ o 0 0 0 0 0 0 0 0 0 41 -1 C+~ O O O O O O O O O O E N N,: . . . . . . . . . . H i i i i i + 1~ i r- + O ~ O O ~ ~ O i O O i O O ~ O m t 30 O O O O O O O O O O ~ l O ~ O O O . O O O Ul H t n N + N e ^ ~ N c. ~ X O m O i i ~ ~ ~ _ - _ _ _ I :\~ i Y I ~ I I ~ I N '~ VLL . O O O O O O h L i = u O M O M O M O M O O ~ 01 . Z a ~n .-I ~n .i ~n .-I v~ .i O W 9 r N ' O O O O Y t N~~ ri . r-I . rl . r-I . rl v1 2~ I 4 I I I I 1 I Q i` _ - - _ - d I I I I 1 I I O di u FL p;: O O~ O O O I~ O 01 O O * Y : ~ o o m p O O o O o O 3' E ~ ~ a •-~ ~-1 ~-i .i I~ ~ 3 O : LL I Z+Y I I I 1 I I M1 I Z` I I I I I I h r0 + O O O O , UL N.: 00 O cO O a0 O a0 O oD O ~ ~~ ~+ v` Y d a+ O i: m . . m . . m . . rn . . m . ~n . u .~ W O+ n c. O L j[ + U ~ LLs I i ~ ~ i ~ ~ k i V iV i0 iR i i ri ^ ~> Y O N O N O O O N O O ~ Z ~~ ~ Q~ O • O • O O • O O V N ie J W a v v rl F- W ¢ N W II VI Z i~ I t/1i~ I I I f I I C M H G O J J • I d ~ I ~ ~ I ~ _ ' N- V N l0 rl 1~ I~ l0 c0 v~ v~ m W : 6~ W 1~ O 1~ O f~ O W O 01 O . N H L J ~ - i~ L . W : NB LL~ 2,: 'i rl . .i .i . . ry .i . . .i ri . . rl rl . N .-1 ~ O i-i p W l~ ZQ1K LL M 6 i~ I I I I I I I ~ ~ UI W d i~ I N k O I I~ O 1 I~ O I i~ O I h O I O I W U 'O ~C N M N M N M N M N O O Q W ty Qu • O ~ O • O ~ O ~ • O O O O ~ ~ ~~ 4 7N . t ~~ E ~ ~ ~ ~ ~ V ~ i~ 7S' Vl C I N I N I N I N I N I O I I Z l0 tD lD ~D tD N r K ie r-Vf 3 3 ~ wd u m m m m m p ~ i > v u l9 ~ Q ~ 3 i i i i i i aai c- ~+ •• ,~ + oi oi o oi o i oi ~ i ~ v v v v e a ai : ,~ a 3 N z ~ LL n ~o i0 ~O b b iD p~ v~i s' LL~a V U W; v N fWK a rGZU i u i i i i i Oi+u - _ - - _ _ _ e Ft~i, i c o i ~_ ^_ ~- N I o i N VI Zi~ a T ~n N t0 V L ~y W~ L e ~n v~ ~p ^ O Ot ~O a' i~ N> e O ~D Q Z u Y N .i .y .i .i ri N l Ol W Qi: N~- ri '-I 'i rl `-1 .-1 d r~ >Y+ 3w i~n V Oa i i i i i~_ ~ i' O lD I I~ r'1 I Vl I p R' Y L T M M V rl N F~ ~ a N N N N N V1 ~ „ y P V v V V v Ov ~ I I 1 I ~ I 3 - i i~ o i O i o i o i o i o ~ N,: O N 01 M f"I : V d!: M V M M M Vt ~ ~ ~ v L> O;~ O O O P O ~ : v v ' r-+ ~ O ~ O n O n O n W n w :: >r ~nn . v z + cw z M M S i: J i Vh i i i i K i ~ ___ - - - - _ N c O i O O I O O i O O I O O I Z O i /~ C !: O O O V v h ri V W ~+ o E;= O rv rn .~ ~p m ~p V Q • Y ~v O V S N 1~ 1~ W iy W:: O O O ~-! N N ~t J ~+' ~ N \+` O O O O O Q O H N Ji: ri ,H ri rl e-I 3 .y LL .. . ~~ • T1 TRACT 29661 T2 100-YEAR STORM: WATER SURFACE ANALYSIS, LINE - E T3 ADKAN ENGINEERS so 1000.0001306.000 1 1310.700 a 1013.2401306.500 1 .013 R 1048.5801307.840 1 .013 R 1054.0801307.910 1 ,013 R 1113.6401309.100 1 .013 R 1187.0801309.500 1 .013 R 1212.0401309.810 1 .013 ]X 1217.5401310.320 1 2 .013 17.850 1311.000 .000 R 1257.1401311.080 1 .013 WE 1257.1401311.080 3 .500 5H 1257.1401311.080 3 1314.005 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 Z.000 .000 .000 .000 .00 CD 3 3 0 .000 5.000 14.000 .000 .000 .00 Q 17.8500 .0 • • 0 .000 .000 0 90.000 .000 0 .000 .000 1 .000 .000 0 -45.000 .000 0 .000 .000 0 60.0 000 .000 0 ~"~ ~ ~ s _ _ _ _ _ _ _ Q., ., ~ z = _ _ _ = o = E° ~° ~~ ~o o o o o m > ~ ~ . ~ ~ = _ ~ w a a a a a am a H a •• w w o o ° o ° va~ ~ ~ ~ ~ ~ o u ~ o ~o ao ~o ~ > ¢ ¢ zo zo zo zo zo zo o zo .F a a Q' Q' Q• Q Q• Q O Q M ~ O ~ Ml0 m z o > a o w w w w w w ow w JO .~O JO JO JO JO OJO JO ~ ~ ~o ~o ~o ~o ~o uo vo~o ~o ~ zo zo zo zo zo zo i~zo zo > a' a a' Q' a Q' ~ a ' a' ~ p ~ p ~ V W I ~ 2 W tD UI U1 VI VI VI VI H V10 ~n N ~O ~00 ~O JO ~h ~O OJO ~O b Y HO N01 HO 1-~O HO HO MOMO HO ° ° ° ° ¢v ¢° ° ~ °' ° ° ' o ° o > ¢ Q Q a ~ . 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C H i: J W tt N c-I ~ i: V1 W t N I Ni~ ~ I 1 I I C H W i~ O J • I I ~ ~ I ~ I I I I h~r k N O N 1~ Vl V T Ol t0 ~O Ol M 1~ I~ VI N W ;: O~ W ie in ~y ~p N O O ~-1 V v~ ~n N ~-f V O I~ O c0 L J W C L . LL+ . . . . . . . . . . . . . . . . . N H Z ~ UI O S i< r{ N N N N M M M !'I1 • ~ LL H + C L 'x iy ~y ~y 'y .{ .y ~y ~ f~ O J + W U' tt M M M M M M M M M Z O1 K rl '-I rl ri r-I r-I ~-V N rl l~Nd - I 1 I I 1 I I I I Hri VI I/1 W H k 1 Y k N I tO N ~D N I l~ N I t~ N lp N I lD N I I~ N Ql e~{ I W U VI i~ 'O Ji~ ~ 1~ o] 1~ M 1~ OJ I~ M !~ M 1~ ~ R N rl N O Q > u N Qf: • O • O ~ O • O • O • O • O ~ O • J•• LL J :~ 41 W u p O O O O O O O ~ 2 LL i . . . . . . . . ~ W J Z rt ~~ H.L] UI Q i: I I 1 I I I 1 I V E +: ~ K W i~ I 1~ I 1~ I I~ h 1~ I ~ I~ I~ I V I C I I Z~ U i~ N N N N N N N l0 lO Q ~~ 3 z a 3 ~• ~: ~: r~ h ~ h ni ni u> u . 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Y O !V1 M W Q Ol tn M I~ Q N ~ I~ Ol 1~ J O M _. :.'t -~ fi.7 N r~ ~-. i~1 J / \ ~ O O O O rl rl N Z N N Q N ~n J u rl ~-1 .-I rl rl .1 r-I 7 ri .~i 3 LL ~, n r `~ • N d L'+ O ~ e L'~ V i~ • ~n +: Y d 3~ vt R v~ 6+ W M t O L Tv` O ~ ;: z a I-,: i a m .. a ~ 0 a~ J z ~ O E N N+` ~ * ~- t i 1 N t Y ~n ~ O m u 3D + o o m o O . NH LL~ N : VI I +" V ~ NL XP ~ 00 : m O i i t ~ ;:\F- ~ ~ V t- Y LL O : L i ' O i: 01 ~ Z R O W ~ id V + W .- ~ ~+ N ,: S~ i ~ 0 { d } ~ I x O 6,v ~ F'L Di~ O 1~ e O ~ 3'a E u : o~ ~n v r- 3 O = ~-1 a LL ~ 2a ~ -- 1 Z v` I IQ t i UL NR 1~ ~1~ Uh M Y Y ~ ~:: • r U) O+ : Lp Lp i~ V i LL ie ~ I Li I .i ~ ~> ya O O l~ + a) a) Go O Z C d~ ~ i~ • R H v` ~ W a f-1 F C VI W> IA I IA i I G M W k O ~ ~ ~ I n I >r vf W e 01W a Ol L J Ol H W C L. Z tt U)U LLt Si~ • M ~ LL • N 4 C L % r-1 n O J s W l~ m Z Ot L' Y n ~-i V'Nd u I Mrl Vl i~ - UI W H I E): O I w V ~n V > i~ O Q Q > r- N Q+` ' J•~LL J x WW HLK Q ie ~2 LLu ~ N J Z Ufu M~IA Q h I VE ~ C W i~ I ~/1 I i Z W V R F- Q r Vl i~ • 3rQ LL i~ Nd ~a3 ~ > >LL l9 r~ ~ v L {/~ I I aar - a - _-_ _ ~ ~ ~i ~n w o0 N H /~ Y 3 0~ Q a ~n n N TJ N+ dLL rl Y C i: V V •W: v Itl f W i~ i~ a zzu i i o ~,;~ __ _-- - E f-1~.: i V i ~tl V1Zx P L r-I W; L i~ 01 O~ ~O K : N > O ~O Q 2 i: Y N m L Ql W Q;: Nr '-1 a ~ y x;: 3 w ~., o;: ti I-oa<: i i - UO - --- - Q~-i V i K S \O I- Y~ ~ 6H p! LL N pv I I 3 ~n i t~ O i 3 C1 +" m ~ s~ a;< o v L> Oi~ i m N li N >~ Uli: ri C ~ C W M ~ H L 'v ~-1 1V> f ~ ti 1 O I ~ ~ o E v .~ • ; N ;; 1 N w N W i: J Y \+ N H VI J{ i-1 LL + C ~ V ` • T1 TRACT 29661 T2 100-YEAR STORM FREQ.: T3 ADKAN ENGINEERS So 1002.0001310.260 1 R 1032.3501311.080 1 wE 1032.3501311.080 2 SH 1032.3501311.080 Z CD 1 4 1 .000 Z CD 2 3 0 .000 5 Q 17.850 .0 • • WATER SURFACE PROFI~E ~~LINE-E1~~ 013 500 1313.570 1311.080 000 .000 .000 .000 .00 000 14.000 .000 .000 .00 000 0 000 0 ~6~~ • a x M~-IO ~-1 ry Z ~ ~~ ~ } ~ ~ W W ' ~ ~ ~ r\ V a a a ° ' w o J ~ ~ ° e > a a z o ~ a Q . ~ m v O T O W ~ J O ~ ^ °~ ~ l9 O Z O } Q " V 1 ~D ~ N b ~ ~O ~ O H O ^ O w~ K ~ w N 0 J • J op y w^'~ WO ri vim ~,y .a ,ti ~^ 3 3 m .i l~ T Z H H~ V1M flHv O J } ~ ti0~ v W ~ cN u' n oH> ~ ~z H ~ ~ J LLLn = N W rI > O v W I J~ O J ~ ~ O vi ZO W O t~ LL M LL • ~z a ~ z F zz>o i- i ,~ ~,az~ d F-2H0 y~ J vl V ti w F+ 0 3~ u 3 J ~ O Q ~ ~ O lJ ~ LL {~ a F-W N K U d Q ~ d ^ H U ~ W LL N ~ Z O O W 2N 0 3F w 3fu a c ' 3w H 3 W W~ ~ ~ ~ U W W W l9Q S t .. ~ /1 V1 N N LLWF , " y a~~+o o w a w ~o Fo t-o ~o ~QH UINfA3 O O J M W J Clp KoJ d'Ep Kpp K M jN ;~ ;O ;~ 3K V O LL LL . . Wfid' '-I 6' f ~ K 4' H~ i Q F a z w a m Hr Mrl Mf1 m m m F F z ~ ~ `~ 'i 3xw w ti w t7F o0 V t0 /1 H u;: o, o 0 0 i-+Q oo ¢ ~o u ¢ zo z~+ z~n z~n _~ 00 ~ N y Z LL 00 OM QM QM W W 2' M' H• H•y~H . Nvt ~ ~ 'rN F-NWFNYFN '/~ ~- > ~ ~ QO QmVQm~Qm ~ V i Q F F o H O z F O O H O ~ W ~~ ~~Q~~'3~~ HS W O ^ J a V- o F H i-r a F- F F a 3 3 j3 a 0 Q Q WQ =Q ~ H F- F- Q d w p p o wp H x ~ LL2 VI } VI Q V1 QVI UIN 3 Ow rlo i i i V I j C j 3j VYIj V1 Z H VI tA VI Q Q Q Q 3 4 I-I H H rl W ar z a ~"~ N m V1 I-I Vf N N t/1 H H v u ~ ~ m z o z •~ rv m a F - c ~- w w w V ~ H H O O O O ~o O e-i r~ i- i 2 Z Z 2 .4 W Z ~ ~ J J J H N F F W W W W • M N H W KQ ~ ^ ^ W W W W J Q~ ~~ W W W H V V V V W W W W LL Z I Z \ ~ Y ~ • o 0 .1 rn ;: s a V~ 0 m :'Vn +` 3~ a~a w ~ ~ a~ a ~ ` O~- >.+` f-1 H fi O w : za f-c i d i i ~ m ;~ -- _-- - - - _ _ ¢ i a .. o 0 0 0 m + ~ m; o 0 0 0 E N N;: . . . . H i i ~ i ~ Y• ~ r-u O i O O I p ^'~ - 30 o O O O O ~ N+" O • O O O NH LLt: . N h V1 1 U Q : fC L J( i: ~y W ~ lfl O I i~ 1 I ~ \f' 1 I I I C +` YLL e O O O i~ S I O M O O i• T~ 2 i~ O rl O O v I- N O Y 4 41~~ i~ N . N Vt N 5 20 i G i i ~ 4 __ _-- - _ - - _ _ a i ~ i i ~ o nc i~ HL Oi~ O ~ O O V o m o 0 + 3 E,'~ ~ O'~ L'u Q +«3 oa ~y ~ LL I 2 i: 1 I > __ _-- _ _ - _ _ - i Z;: i ~ i ~a u o V S N i~ N O N 1~ ~Y 'Oi: V1 ~ v1 M ~ !+a ~x . i~ ~e- W Ov rl rl L~ L{: ;: V i LL i~ ~ ~ i i s, i .a I I x L ] Y i~ m .-1 l9 = +` W W 6+ p p p O Z ~-1 ~ pr O R M ~ ~ H W x p W V F- ie vl W k "1 VI W I V1i: I I H Z C J H C I i I I i O J x?l- t~ p~ ip ~ W = n p1 W t O ~-i N in • N L U >~ J H LL i: L. W u N9 J C i ' LL i[ 2u . C . . p . V m O C H n WU ll a M rl m .y M '-I ZN d ~ I I I U' rl R' Y - H W C 1 01k O I N O I O I W P >Y tD O Q W ~ d a~ ~ ^•• LL U i~ N N ~ JL p_' Q {: ~2 LLx HN ~ LL U1i: ~ E ~ ~ a i a i i i i i- U~ K VI t a0 ~ 00 ~ n i 2 W ~O tO M ~ H C r V1 . ~ ¢ w a a ~n in 3rC 3 H n>LL ~ Q v l9 3 , i n i i N d Vl •• i~ I N 1 Vl I V1 I ~ ~ ~ UI N O i~ O1 W 4 Vf 1~ 1~ I~ 3 Y = d u LL .-I r-I '-I C U wC v N f W i: 6. KZia l I I I OMi: -- - - E F-1~;: - 0 i O~ i m ro in z;: n ~n o L ~y Wi: L Vt I~ y~ T ~D K u N> O ~O QZi: 1~N m m V a rv TY ~ 3 ~ m ; w + m m i ~ u t .i ri f-I F- O Q.: i i i i V O +" -- -- - Q e-I •a i ~~ 0 i 01 c0 i 6' i~ L ri h N F a f. m ~O v F W LL M N M ~~ i: i i i i 3 -- _ - ~ I :: _ ~ ~ ~ 3 a N+ ~ o m ~ ~ N O O rl . L> O ie a1 : N N O O rl W .-1 ~ i~ >r VI: '-I • ~-1 V ri v cw m m z m C C H L+'~ '-I ry Q ~y ~ Va i K I Z ~ ~ Y O O O i O i ti C O vi in W vi N O ~ O m m m '^ • Y N O N J N N W ~ O M M J M W / \i: O O Q O J VI Ji: rl ~-i 3 ri H v ~. LL •~ • T1 TRACT Z9661 T2 100-YEAR STORM FREQ. T3 ADKAN ENGINEERS So 1000.0001260.240 R 1164.5501302.500 WE 1164.SS01302.500 SH 1164.5501302.500 CD 1 4 1 .000 CD 2 3 0 .000 Q 140.200 . • • : WATER SURFACE PROFILE' ~~L;INE-F" 1 1263.240 1 .013 2 .500 2 1302.500 3.000 .000 .000 .000 .00 11.500 20.000 .000 .000 .00 0 000 0 000 0 ~~~ ~ ~ _ N.iO r-I N QO p] v f rl Y O O O~ W Z z F- ~,~ a ~•¢m w w o va~ E Y Q Q z0 a a Q ~ F m M v O ) O W N J O I l'J O cO (~ Z O v Q . i Y c v ~ ~ Y v ~p N T i+O ~ O O O >C Q • > ~ p ~ J JO ~/ W M W ~n } ~p VIN V1N rl O r+ 3 3~+ v 'i v ~} Z H F~ N m rl I-I v OJ} - LL V Z 1 ~ Or'. W Hrv Z ~ F-v H ~~ ON> ~ 2 J N N ~ LLL~ a w.ti > p ~+ w m o ~ ~ i J O H 2 ZO d W O V' LL N • LL• • a z c ~ a ~ i- . F . . 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O~ W x VI i~ O O O O O O O O O 3N KNU p'LL + C R C R V Q p p Q Y LL R' ¢ V i~ r-I r-i '-I r1 ~y r{ ~y ~..~ ~y U W+ v N EWi~ n d OMi I I I I I ~ I ~ I I _ - - - - - - - E I-t9e - n rv i v r~ i in i ~- Q i ti- ~- v ~ ~0 VIZ4 a I~ v~ Ol a0 ~n O c0 N V L ~-V W tt L ~p p1 N vl l0 pl V1 N I~ Ol ~O C : N> O ~D Q 2.: Y W +~ 'i Ot I~ fV ~p Ql rv V l~ Ot W Qi: Nr ~O ~O h c0 CO c0 Ol Ol Ql d N )Yi~ 3W i: N N N N N N N N N i O o ~: rl 'i ~-1 .-I rl .-1 rl ri ri F- O Q;: +n i i i i i U O Q rl +'t I p'~ I N I Ql I W I O~ V1 I Q 1 1~ I C K fi S u m f~ ~ 00 v~ 'i o'J ~n m ~ a T C ul ~D h I~ o] O1 : 61- ~-1 rl ri ~-i .-I r1 .-I rl '-1 i: p v u i i i i i i i 3 x i F O~ N i co i ~ i O i T i n ~ rv i p i vl Y N C a0 W a0 ~O op Ol oJ O o0 00 00 Ot cO n o] rl 00 3 Y O.+ N t0 V ~O I~ ~D ~l ~O O ~O rl ~ n ~O 01 ~p o] ~O : L> O e . ~n . in . in . in ~n . ~n . in . in W 4 N N + O N W N vt N O N vi N Cp N O N N N Q N I ~ J~ hi: ~ ~ ~ . ^ . ~ . ~ . ~ . ~ . ~ . ~ . 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T f-I f0 3 2 ~ I G 1 I 1 I I I I 1 rl I ~ ~ a I ~ i i i i i i i o aa u Hr ~i~ N m v m o m m m vo m m m ~p m op o 4+ u m 1~ ~ ~n m ri n ~n o * 3a E,t . ~ O'~ Li[ N rl N rl N rl N rl N rl N ry 'i '-I O i•r3 Ox N i~ LL i Z i~ i i i i i ~ ~ i i y, -- _ _ _ - _ - - - _ I Z4 I I I I I ~ ~ 1 I v N v1 I~ Ql f-1 N ~ : U.C U1~ f~ l0 1~ M h O I~ f~ (~ f~ N 1~ W 1~ VI r V 9 i~ 01 Ol Q1 01 O~ T O~ O~ rl ~ Y d O P K1 n'1 M N N N rl ~ N O i~ N N N N N N N N rl LD Lit ~ V i LLa i i i i i i i i i u I t i~ I N I rl ~ O I rl N tp N ~ I ~-V Y L> y.i i~ O O O .-1 O N O m O Q O ~n O I~ O O O l~ LL ~ N N dk O O O O O O O O O Z I ~ dt ^ i~ • N • N ~ N ~ N • N • N • N • • V H W i~ ~ W n ti f- Z s~ v~ W+ Vl M 3 I UI~ I 1 I I I I I 1 I C H O J J a i n i ~ i i I i i i I - +~r M V1 ~ 1~ ln N tp ~p N N O' O M 1~ O t0 VI W 4 O1W M M lO N O1 N rI ri T ~-1 Q ~--I Vl p lp tG L J ; L . LLi~ . . . . . . . W H W iv W~ O O O > LL J .: C t ~ ~ ~ ~ ~ ~ • 1~ O H i~ W V' ia M M M M M M M M M Z Ol K LL x rl fl .-i ~-1 rl rl ~-V ~-1 .i ~~a o i i ~ i i i i ~+ ~ s vi w a i v a i e ~o ~ rv ~ i ti r. i ao ~oi a rv i ti vi ao m i ,~ i w V U >~ rn ~O W O~ oo m O~ r .-I m p o I~ T ~-1 O O Q W r N Q i~ l~ V R V M • J~•LL V '+ G1 N ~ .-I O O O Q~ O N O a0 O t~ O ~p O ~O H L K Q i~ ~ 2 LL i r-1 . ~-1 . . . . . . ~W~ LL k V1tr H~ In y' i~ I i I I 1 I ~ I 1 I U E ~ ,~ 7 d' U1 u 1 iY M I Q I ~-1 1 V I N I VI I V' I lO I 'i I Z W ie /~ # I~ V N O Ol q N W ~p F K r t/1 . 3~¢ w e aa +. n io v rv .~ o m N 3 Q 3 D v ` N N N N N N N 'i ~ i L 3 ` i i i i i i i i i i aui n- vi •~ i o o~ o i oi o~ o ~ o~ o i oi VI i~ * N N N N N N N N N a ti 3 O~ w i. LL Q ~ ~ r0 Ktnu d V V ? V C Q V V Y LL d' u V 4 .-I .i ~-1 f-I .-I rl .i .i '-I U Wx v tC fW4 a zz~ ~ : i ~ ~ ~ ~ ~ ~ ~ ~ o .i ,< - -- E F l9 n i rv~ ~n i O~ i m i oo i V i m i rv i C i N U1 Ziv Ol N 1~ N v1 N O1 I~ V1 L OI rl W i~ L l0 K t Cl ~ M O~ ~ '-I rI Q I~ Q ~p o ~o a z i: r~ m ~ co a; ri rv ~; v v ~: v L O~ W Qi~ q~- n 01 01 O O O O O O r-I d N}y~; 3W N N M M M M M M M I O i~ ia ~y ~y ry ~y rl ~y .i ~y rl FOQ+ i ` i i i i i i i VO x- rl i < ~ ~ ~ ~ ~ ~ ~ ~ ~ L' +` L .i O O p N ~n ~ ~ ~ F i~ V r'~ n O .i N M V vi n p~ ~y + a~ u i~ N N N N N N N N N N p v ~..~ 3 -_ ~ - -' ~ - ~ i ~ I ~ i i ~ ~A ~ t ~n i Ot l~ i 1~ i ~n O~ i o0 ~ O O i 3 U) c n ~ .-I o] n o~ ~ cO m o~ ip op n a0 O O +!~ dk m i0 h ~O a0 i0 ~ tD I~ ~O V t0 O i0 ~n 4- x t> O c ~n in = N N ~D N I~ N CO N O1 N O N r-I N N N N W N N +` >r UI+` O~ ~ T ~ Ot • O~ ~ p ~ O • O ~ O V O C i~ C W N N N N M M M M $ M r :: M L e N `-1 ri '-1 .-1 rl .-1 ri Q ~-1 i V+: I i i i i i C i ~ _- -_- - _ - - _ _ _ _ - _ _ rl 1 rl I M Q 1 Ql M I M l0 I M ~ I ~p Vl I N 1~ 1 M O I 2 O I v1 C ~ O H1 M O C Ol M m I~ N N m O p W ~n O E 1~ O~ V m m ~O oo T tD ~n N '? N+.< N • V O ~t R O n'1 N M I~ N O N N rl P J V W t0 W+ R V tn l0 ~O ~D J l0 , ~ , ;; . . . . `Y r4 rl ri N VI Ji: ~-1 ty rl rl .-I rl rl rl 3 rvi LL ~. ~. \~, \ • T1 TRACT 29661 T2 100-YEAR STORM FREQ.: WATER SURFACE PROFILE, ~~LINE-G~~ T3 ADKAN ENGINEERS SO 1020.0001277.010 1 1280.000 R 1060.0001291.000 1 wE 1060.0001291.000 2 .500 SH 1060.0001291.000 2 1291.000 c~ 1 4 1 .000 3.000 .000 .000 .000 .00 C~ 2 3 0 .000 8.500 20.000 .000 .000 .00 Q 103.600 .0 i • 0 ~~~ ~ ~ _ ~.iO .i N $ v Q O ~ f V > h W 2 Z ~ ~ ~ 6 u~am w w 0 E } Q Q ZO a d a . F m m v o } O w ~ J O ~ ~ l~ O m Z O ~y v Q , ~ } N . n a ~c ~ H v ~ p ~ 1 N O ~ O ^ O ~O Q ~ > WO K WG J • JC Y W m W C UIN V1~ ~ P ^ 3 3~ a l~ > Z N ~ n utm ri H v O J Y ? 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E F *_ i i i i ~ i i i F ~ Y+ i ~ O ~ O O O O i O O O O i O O O O i O O O O i O M ~: 3~ , N o O o O o 0 o O o O o 0 o O o 0 0 o m O u ~ :: p ~ O • O ~ O • O ~ O • O ~ O ~ O • O O n W H LL i: . . . ~ ~ ~ N VI ~ N~ Xn ~ m e m O ~ i C i i i i ~ i i ~ ~ m ~ _ - _ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ N V LL n O p p p p p O O O N r.C ~ _.~ O V' O T O P O V O R O C O R O d' O R a +` T~ Z i~ O rl O .i O .-I O ti O rl O .-I O .-i O r-I O rl .: .-m . o • o ~ o • o • o 0 0 0 o a •+ e ai~~ m . m . m . m . m . m . m , m • m . y~ o : x o ` ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ro - --- - - _ - _ _ _ _ _ _ _ o 4 6 a O I i. a,= I I I I I ~ a F-s ~+ O~ 01 O O~ O O1 O O~ T Ot I~ O~ v~ a1 N O~ a0 O1 ~ u 3~ E~'r ~ . O . O . o . O . O . O . o . T . O . O~ . o . O~ . O . O~ . o . co . 0 . X O'~ Li: N ri M ~-I rv1 rl M r1 N rl N "1 N rl N !i N rl ~ 3 O:~ [ LL 1 2> I I 1 f I I I I 1[ 1 ZC I I I I I ' I I I ie N S V1 W C N p'I M l0 O ~O i: US Wb ' r'I M rI Ol ~-1 t0 .i M '-I O r'V 1~ rl C ri N f`I O1 k~ Y N O 4 Ql • 01 Ol Ol Ol 61 61 Ol Ol i~ O. ~.v . V~ . P . V . V . p . M . M ~ M . ry N Oi~ N N N ry N N N N N x LQ L}. < V i LLu i i i i i i i ~ i + I Li~ I r{ I l0 1 N I M 1 V' O ~ 1~ I V1 I N '-I a L> al i: O V O V O ~n O O ~O O 1~ O 1~ O a0 O O~ .-I o ~ - ,: w w a;~ o ~ o ~ o ~ o • o ~ o ~ o • o • o • o ~ - z ~ a: a- ' a;: ti ti .i ,ti .y . ti .i ~ .-i z i~ P Fi i / ~ W V H i rl ~ ~ W UI ' W i e-i I- W UI Z x i N i~ i ~ ~ I ~ ~ ~ ~ U1 Z L M M i: C M M O J J J ~ I C ~ I ~ 1 ~ I , I I O J J i Tr tt M O M O M vt N V N lp N O CI ~n C' N t0 G1 - VI W i Q~W + O ~ W t0 V R M T N N V N tO „'I M ~ ~ O L J - i l . LLi~ . . . . . . . . . . . . . . . . . i J .. W H W C Na Sie V P Vt N t0 ~O t0 l0 lD 41 M W • 1 LL J ' C L k p1 pl p1 p~ p~ p~ p~ p~ p~ ~ n0 ' H t~ WU' N N N N N N N N N I~O H Z 01 2 LL w k rl ri .-i ri r-I rl rl r-1 ri Z 61 Y' LL H~ S ~ * I i I 1 I 1 I I I I I U' N d O - ~ VI W 6 k I N X O I W Ol I M O I I~ M I I~ lp I M Ol I N ri 1 N '-I I N DJ 1 e-i N W d W V d ~ ~+` tp Ot rl Q pl O I~ f0 ip W ~p Ql N ~y O N oJ W V ^ Q W N Q e . N . rl . p . p~ . 1~ . lp . ip . ~ . sT O Q W J.. LL V u UI N i• v~ '-1 T ri N f-1 rl O O O T O c0 O a0 O I~ O J.. LL V N L C Q +` ~ 2 LL u rl . ~-1 . ~-i . ~-1 . ~-i . . . . . 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