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HomeMy WebLinkAboutTract Map 32004 Hydrology & Hydraulics (Oct.11,2004)HYDROLOGY / HYDRAULIC STUDY FOR ASHBY DEVELOPMENT LOCATED IN THE COUNTY OF RIVERSIDE, CITY OF TEMECULA PREPARED FOR TRACT 32004 Prepare by: adKan ENG/NEERS 6820 AIRPORT DRIVE RIVERSIDE, CA 92504 TEL: (951) 688-0241 FAX: (951) 688-0599 JOB NO. 5516 October 11, 2004 Charissa Leach, R.C.E No. 53390 Exp. 06/30/07 Date \ Table of Contents PURPOSE 1 PROJECT DESCRIPTION 1 EXISTING & PROPOSED CONDITIONS 1 METHOD OF ANALYSIS 1 VICINITY MAP 2 10 - YEAR TAB 100-YEAR TAB STREET CAPACITIES / ESCAPE TAB CATCH BASINS TAB HYDRAULICS TAB HYDROLOGY MAP TAB 2 ' 1 ' ' ' ' ' HYDROLOGY/HYDRAULIC STUDY FOR TRACT MAP 32004 Located in the City of Temecula, California PURPOSE This study is being prepared as for submittal of improvement plans for Tract 32004, revised from Tract 29661 onsite drainage. It will determine the following: the 10 YR and 100 YR onsite drainage flows, adequate sizing for onsite drainage facilities in conformance with Riverside County Flood Control and Water Conservation District requiremen[s. PROJECT DESCRIPTION The project is a proposed 4.85acre, 18 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 vegetation and slopes from the north ' to the south. There is an area to the noRh of Murrieta Hot Springs that is tributary to this project, and drainage flows will continue to be conveyed under Murcieta Hot Springs Road to the natural drainage course at the south of this project. ' Drainage curren[ly flows through naturai 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 CNILCADD/CIVILDESIGN Engineering Software, Version 63. ' CONCLUSIONS ~ Onsite facilities were designed to maintain the 10 YR Rational Method storm flows within the street without overtopping the curb and the 100 YR Rational Method storm flows within the Right of Way. All outlet structures are designed to allow the 100 YR Rational Method storm flows. ' i~ ' ~ 3 SITE ~ 15 215 ~~~v~ ~ ~ 0 ~ v~~ ~' ~ ~ ~ ~ ~ MURRIETA ~~ /~~J zr- ~ HOT SPRINGS ~~O ~ ~i ~~ W ~ ~ ~ m RAN~HO cA~/~ORN~q RD VICINITY MAP ~ A~ , ' ~ ~ ' ' ~ ' ~ ~ ~ ~ ' ' ' ' ~ ' ' ttiverside County rtational Hydrology arogram CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 version 6.4 Rational Hydrology 5tudy oate: 06/23/04 File:551620010rev.out -- ------------ ----------------- ----------------------- TRaCT 29961 )06 No5.5516 10-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD BASIN-200 ~2EY1.=%~D ~~ TR~T ~2~'~~ ADKAN ENGINEERS REV. 7UNE 28, 2004 -------------------------- - - - --------------'------------------------- *=.';*"';=.~" Hydrology Study Control information *=~==*='=** English (in-lb) Units used in input data file ------------------- - ------------------- ------------ ADKAN Engineers, Riverside, California - 5/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) For the [ Murrieta,Tmc,ttnch 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/tir) 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/5tation 200.000 to aoint/Station 201.000 ~'°` INITIAL AREA EVALUATION ~^"~ Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 26.800(Ft.) sottom (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. Rainfall intensity = 2.073(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 ACt'E LOt) Runoff Coefficient = 0.764 Decimal fraction soil group a= 0.000 oecimal fraction soil group a= 0.800 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.200 RI index for soil(AMC 2) = 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.376(CFS) Total initial stream area = 1.500(ac.) aervious area fraction = 0.500 551620010rev.doc Page I of 17 ~ ' t ~ ' ' ' ' ~ ' , ' ' ' i ' ' ' , ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/station 201.000 to aoint/Station 202.000 `°-~ STREET FLOW TRAVE~ TIME + SUBAREA FLOW ADDITION =--° rop of street segment elevation = 23.300(Ft.) End of street segment elevation = 19.300(Ft.) ~ength of street segment = 340.000(Ft.) tieight 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 = 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. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 oecimal fraction soil group A= 0.000 Decimal fraction soil group e= 0.500 oecimal fraction soil group C= 0.000 oecimal 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 = 1.863(In/Hr) for a 10.0 year storm subarea runoff = 1.592<CF5) for 1.100(AC.) Total runoff = 3.968(CF5) Total area = 2.600(AC.) Street flow at end of street = 3.968(CF5) Half street flow at end of street = 1.984(CFS) Depth of flow = 0.295(Ft.), average velocity = 2 .191(Ft/s) Flow width (from curb towards crown)= 9.537(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/5tation 204.000 *"'`'` SUBAREA FLOW ADDITION '°^''°` SINGLE FAMILY (1/4 ACt'2 LOt) Runoff Caefficient = 0.806 Decimal fraction soil group A= 0.000 Decimal fraction soil group e= 0.100 oecimal fraction soil group C= 0.000 oecimal fraction soil group o= 0.900 RI index for soil(aMC 2) = 73.10 Pervious area fraction = 0.500; Impervious fraction = 0.500 rime 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(nc.) ++++++++++++++++++++++++++++++++++++++++++±+++++++±+++++++++++++++++++ ' »1620010rev.doc Page 2 ot 17 ~O LJ ' process from Point/Station 202.000 to aoint/Sta tion 205.000 °-"`" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 's--- ' Top 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.) 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 [27 side(s) of the street Di f t b li s ance rom cur to property ne 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 rv 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 velacity = 2.66<Ft/s) ' Travel time = 3.88 min. TC = 19.22 min. adding area flow to street SINGLE FAMILY (1/4 ACt'2 LOt) Runoff Coefficient = 0.741 ' Decimal fraction soil group A= 0.000 Decimal fraction soil group a= 0.800 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.200 ' RI index for soil(nMC 2) 59.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.646(In/Hr) for a 10.0 year storm 5ubarea runoff = S.Z47(CFS) for 4.300(ac.) , Total runoff = 12.369(CFS) Total area = 9.000(AC.) 5treet flow at end of street = 12.369(CF5) Half street flow at end of street = 6.185(CFS) oepth of flow = 0.400(Ft.), average velocity = 2. 775(Ft/s) ~ Flow width (from curb towards crown)= 15.703(Ft.) ' ~ ' ~ LJ ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 205.000 to Point/station 206.000 **i''~ STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** rop 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(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 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(zn.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 rvtanning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.057<CFS) ' S51620010rev.doc Page 3 oY 17 ~ ' ' , , ' 1 ' ' ~ ~ , ' , oepth of flow = 0.445(Ft.), average velocity = 2 .178(Ft/s) Note: depth of flow exceeds top af 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. rC = 21.33 min. adding area flow to street SINGLE FAMILY (1/4 ACt'2 LOt) rtunoff Coefficient = 0.744 Decimal fraction soil group a= 0.000 oecimal fraction soil group a= 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; zmpervious fraction = 0.500 Rainfall intensity = 1.554<rn/Hr) for a 10.0 year storm Subarea runoff = 1.156(CFS) for 1.000(ac.) rotal runoff = 13.525(CF5) Total area = 10.000(ac.) Street flow at end of street = 13.525(cFS) Half street flow at end of street = 6.763(CFS) Depth of flow = 0.448(Ft.), average velocity = 2. 209(Ft/s) Note: depth of flow exceeds top of street crown. Flow width <from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 207.000 to Point/Station 208.000 '°°` SUBAREA FLOW ADDITION '°="' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.719 oecimal fraction soil group a= 0.000 ~ecimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soi? group D= 0.000 Rz index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time ot concentration = 21.33 min. Rainfall intensity = 1.554(In/Hr) for a 10.0 year storm su6area runoff = 4.469(CFS) for 4.000(AC.) Total runoff = 17.995(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.) Length of street segment = 300.000(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 b reak = 16.000<Ft.) Slope from gutter to grade break (v/hz) l f = 0.017 S ope rom grade break to crown <v/hz) = 0.017 Street flow is on [2] side(s) of the str eet ~ 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 tv from grade break to crown = 0.0150 ' Estimated mean flow rate at midpoint of street = 18.766{CFS) ~51620010rev.doc Page 4 of 17 ~ ~ ~ ~ ~ ' ' ' , , ~ ' ' , ' ~I ' ' Depth 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. adding area flow to street SINGLE FAMILY (1/4 ACfe LOt) Runoff Coefficient = 0.714 Decimal fraction soil group a= 0.000 Decimal fraction soil group e= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.000 RI index for soil(AMC 2) = 56.00 aervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.482(In/Hr) for a 10.0 year storm 5ubarea 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(cF5) Half street flow at end of street = 9.632(CF5) 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/station 211.000 "="''~' SUBAREA FLOW ADDITION ''°*T° SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.725 Decimal 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 Pervious area fraction = 0.500; Impervious 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.) Total runoff = 23.025(CF5) rotal area = 18.700(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 209.000 to Point/station 212.000 ***''` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 'k^'*'` 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(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 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(CFS) , 5~1620010rev.doc Page ~ of 17 ~ . _ ' , 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/s) Travel time = 0.72 min. rC = 23.98 min. ' adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.712 oecimal fraction soil group q= 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 ' aervious 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(nc.) Total runoff = 23.959(CF5) Total area = 19.600(ac.) ' Street flow at end of street = 23.959(CFS) Half street flow at end of street = 11.979(CF5) Depth of flow = 0.517(Ft.), Average velocity = 2.778(Ft/s) ~ Warning: depth of flow exceeds top of curb Not th f fl : d d f e ep o ow excee s top o street crown. Distance 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 , ~*** PIPEFLOW TRAVEL TIME (Program estimated size) *"i"` Upstream point/station elevation = 8.500(Ft.) Downstr°am point/station elevation = 6.100(Ft.) Pipe length = 375.00(Ft.) Manning's N= 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<CF5) Normal flow depth in pipe = 21.38<In.) , Flow top width inside pipe = 21.93<In.) Critical Depth = 20.55(in.) Pipe flow velocity = 7.10(Ft/s) Travel time through pipe = 0.88 min. ~ rime of concentration (TC) = 24.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 212.000 to Point/Station 213.000 ~~`*~` CONFLUENCE OF MAIN STREAMS '`**" ' The following data inside Main 5tream is li In Main 5tream number: 1 5tream flow area = 19.600(,ac.) Runoff from this stream = 23.959(CFS) ' Time of concentration = 24.86 min. aainfall intensity = 1.429(zn/Hr) Program is now starting with Main Stream No ~ ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 215.000 *=='= INITIAL AREA EVALUATION ''*-"` » 1620010rev.doc Page 6 of 17 ~ , lJl ' , II ~. ' ~ LJ , ' ' ' ~ ' ' Initial area flow distance = 510.000<Ft.) rop (of initial area) elevation = 26.600(Ft.) aottom (of initial area) elevation = 23.000(Ft. ~ifference in elevation = 3.600<Ft.) 51ope = 0.00706 s(percent)= 0.71 TC = k(0.390)-'[(length~3)/(elevation change)]~0:2 initial area time of concentration = 12.716 min. Rainfall intensity = 2.066(In/Hr) for a 10 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.749 Decimal fraction soil group a= 0.000 Decimal fraction soil group e= 1.000 Decimal fraction soil group C= 0.000 oecimal fraction soil group D= 0.000 RI index for soil(qMC 2) = 56.00 Pervious area fraction = 0.500; Impervious znitial subarea runoff = 2.474<CF5) Total initial stream area = 1.600(nc aervious area fraction = 0.500 0 year storm fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 216.000 """i` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION `*** Top ot street segment elevatio~ = 23.000(Ft.) End of street segment elevation = 20.800(Ft.) ~ength 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. 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 cis:arce from curb to property line = 10.00C(~t. 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 = 0.339(Ft.), Average velocity = 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) ttunoff Coefficient = 0.770 oecimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.500 Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 0.500 Rr index for soil(aMC 2) = 65.50 000(Ft 4.407(CFS) 1.597<Ft/s) ' aerv~ous area fraction = 0.500; Impervious fraction Rainfall intensity = 1.738(In/Hr) for a 10.0 Subarea runoff = 3.347(CFS) for 2.500<.4c.) Total runoff = 5.822<CFS) Total area = ' Street flow at end of street = 5.822(CFS) Half street flow at end of street = 2.911(CF5) Depth of flow = 0.364(Ft.), Average velocity = 1 Flow width (from curb towards crown)= 13.611(Ft.) , = 0.500 year storm 4.100(AC.) 705(Ft/s) ' »1620010rev.doc Page 7 of 17 a ' ' ' ' , ' ++~+~+++++++++++++++~++++t++~+~+~+++++~++++++~++~+++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 218.000 ---~ SUBAREA FLOW ADDITION `°°°° Decimal fraction soil oecimal fraction soil oecimal fraction soil oecimal fraction soil rtr index for soil(nMC Pervious area fraction Time of concentration rtainfall intensity = Subarea runoff = Total runoff = 6. SZNGLE FAMZLY (1/4 acre LO Runoff Coefficient = 0.731 group A = 0.000 group a = 1.000 group C = 0.000 group D = 0.000 2) = 56.00 = 0.500; Impervious = 17.41 min. fraction = 0.500 1.738(in/Hr) for a 10.0 year storm 1.143(CF5) for 0.900(AC.) 965(CFS) rotal area = 5.000<nc.) , ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Statio~ 219.000 ~""" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 'T'`~" , Top of street segment elevation = 20.800(Ft.) End of street segment elevation = 16.500<Ft.) ~ength of street segment = 320.000<Ft.) ' rieight 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 S1ope 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 = 8.009(CF5) ' Depth of flow = 0.347(Ft.), average velocity = 2.705(Ft/s) 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.591<Ft.) Flow velocity = 2.71(Ft/s) ' Travel time = 1.97 min. TC = 19.38 min. adding area flow to street SZNGLE FAMILY (1/4 ACr2 Lot) Runoff Coefficient = 0.804 1 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 o= 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) rotal area = 6.500<ac.) 5treet flow at end of street = 8.940(CF5) Half street flow at end of street = 4.470(cFS) oepth of flow = 0.357(Ft.), average velocity = 2.776<Ft/s) ' II ~ Flow width <from curb towards crown)= 13.185(Ft.) ++-Fi~++++++++++++++++++++++++++++++++++++++++'r+++++++++++++++++++++++-F+ 1 »1620010rev.doc Page 8 of 17 1y ' ' Process from Point/Station 220.000 to Point/Station 219.000 -'-" SUBAREA FLOW ADDITION ="`°- ' SINGLE FAMILY (1/4 ACfe LOt) Runoff Coefficient = 0.765 oecimal fraction soil group a= 0.000 ' Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.500 az index for soil(AMC 2) = 65.50 , Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 19.38 min. rtainfall intensity = 1.638(In/Hr) for a 10.0 year storm Subarea runoff = 2.256(CFS) for 1.800(ac.) ' Total runoff = 11.196(CFS) Total area = 8.300(nc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 219.000 to Point/Station 221.000 ''`==' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **"^" rop 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.) 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 i ' f Mann ng s N rom 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) fl h d li i i , Street ow y rau cs at m nt of street travel: dpo 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 ' Decimal fraction soil group C= 0.000 Decimal fraction soil group o= 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.) Total runoff = 12.138(CFS) Total area = 9.100(AC.) Street flow at end of street = 12.138(CFS) ' Half street flow at end of street = 6.069(cFS) Depth of flow = 0.412(Ft.), average velocity = 2.507<Ft/s) Flow width (from curb towards crown)= 16.405(Ft.) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 223.000 ' --°=' SUBAREA FLOW ADDITION ='--° »1620010rev.doc Page 9 of 17 ,~ i ~ ' SINGIE FAMILY (1/4 ACre lot) , Runoff Coefficient = 0.801 oecimal 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 Z) 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 rime of concentration = 20.72 min. Rainfall intensity = 1.579<rn/Hr) for a 10.0 year storm ' Subarea runoff = 2.530(CFS) for 2.000(ac.) Total runoff = 14.668<CFS) Total area = 11.100(AC.) , ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Statio 221 000 i i n . to Po nt/Sta t on 2Z4.000 ~*"" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =*'`* ' Top of 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(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 = Z.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 breal< to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.112(CF5) , Depth of flow = 0.433(Ft.), average velocity = 3 .064(Ft/s) 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. 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= 0.500 Decimal fraction soil group C= 0.300 Decimal fraction soil group D= 0.200 ' az index for soil(aMC 2) = 63.70 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.452(In/Hr) for a 10.0 year storm Subarea runoff = 4.004(CFS) for 3.700(ac.) ' Total runoff = 18.671(CFS) Total area = 14.800(nc.) 5treet flow at end of street = 18.671(CF5) Half street flow at end of street = 9.336(CFS) Depth of flow = 0.443<Ft.), Average velocity = 3 .151(Ft/s) ' Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) L_J ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 224.000 to Point/Station 213.000 "=~"" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ^-°- 5~ I 620010rev.doc Paee 10 of 17 ~~ , 1 ' ' ' ' ' , ' ' ' ' ' , 1 ' ' ' ' 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<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 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 praperty 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 = 19.302(CFS) oepth of flow = 0.487(Ft.), average velocity = 2. 570(Ft/s) Note: depth of flow exceeds top af street crown. 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flaw velocity = 2.57(Ft/5) Travel time = 1.26 min. TC = 25.41 min. adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 Decimal fraction soil group a= 0.000 oecimal fraction soil group a= 0.500 Decimal fraction soil group C= 0.500 oecimal 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 = 1.411(in/Hr) for a 10.0 year storm Subarea runoff = 1.041(CFS) for 1.000(ac.) rotal runoff = 19.712(cFS; rctal area = 15.800(~c.) 5treet flow at end of street = 19.712(CFS) tialf street flow at end of street = 9.856<cF5) Depth of flow = 0.490(Ft.), a,verage velocity = 2. 592(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/5tation 213.000 Shth CONFLUENCE OF MAIN STREAMS ""'~" The following data inside Main 5tream is listed: In Main Stream 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) 5ummary of stream data: stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 23.959 24.86 2 19.712 25.41 Largest stream flow has longer Qp = 23.959 + sum ot Qa Tb/ra 19.712 * 0.978 = 1.429 1.411 or shorter time of concentration 19.281 551620010rev.doc Page 11 of 17 ~".~ ~ L~ , ' Qp = 43.240 rotal 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 = Time of concentration Effective stream area ' 1 ' r , L.1 ' ' , ' , ' ' 43.240(CFS) 24.859 min. after confluence = 35.400(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/Station 213.000 to Point/Station 225.000 =.""~ PIPEFLOW TRAVEL TIME (PrOgrdm estimated SiZe) "`'`* upstream point/station elevation = 6.100(Ft.) oownstream point/station elevation = 5.000(Ft.) aipe length = 185.00(Ft.) Manning's N= 0.013 No. of pipes = 1 rtequired pipe flow = 43.240<CF5) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 43.240(CFS) Normal flow depth in pipe = 29.34(In.) Flow top width inside pipe = 20.72(zn.) Critical Depth = 26.19(In.) pipe flow velocity = 7.75(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 25.26 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++±++++++++++++++++ arotess from aoint/5tation 213.000 to Point/5tation 225.000 **'~= CONFLUENCE OF MAIN STREAMS *'~"°' The following data inside Main Stream is listed: In Main Stream numher: 1 Stream flow area = 35.400(AC.) rtunoff from this stream = 43.240(cFS) Time of concentration = 25.26 min. rtainfall intensity = 1.416(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 226.000 to Point/Station 227.000 *'"`TM INITIAL AREA EVALUATION rtk~'rt Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 22.800(Ft.) eottom (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 Initial 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) Runoff Coefficient = 0.820 Decimal fraction soil group A= 0.000 oecimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 ~ ~51620010rev.doc Page 12 of 17 ~~Fi ' ' ' ' ' ' r ' ' ' ' ' ' , ' 1 ' , ' Rz index for soil<aMC 2) aervious area fraction = initial subarea runoff = rotal initial stream area Pervious area fraction = 0 75.00 .500; Impervious 1.189(CFS) 0.700(nc S00 fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from aoint/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.) Length of street segment = 135.000(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 Slope from gutter to 9rade 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 ~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 tv 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 = 0.285<Ft.), average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 8.946(Ft.) Flow velocity = 1.31(Ft/s) Travel time = 1.72 min. TC = 14.38 min. ndding area flow to street SINGLE FAMILY (1/4 acre LOt) Runoff Coefficient = 0.816 Decimal fraction soil group A= 0.000 Decimal fraction soil group e= 0.000 ~ecimal fraction soil group c= 0.000 oecimal fraction soil group o= 1.000 RI index for soil(aMC 2) = 75.00 2.124(CFS) 1.307(Ft/s) 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(CFS) for 1.100(AC.) Total runoff = 2.922(CF5) 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 FLOW ADDITION °t"•° SZNGLE FAMILY (1/4 Acre Lot) ttunoff Coefficient = 0.816 oecimal fraction soil group a= 0.000 Decimal fraction soil group a= 0.000 oecimal fraction soil group C= 0.000 Decimal fraction soil group o= 1.000 rtI index for soil(antC 2) = 75.00 aervious area fraction = 0.500; impervious fraction = 0.500 Time of concentration = 14.38 min. ~~1620010rev.doc Page 13 of 17 ~(~ 1 ' ' ' ' ' ' ' ~ ' ' ' ' ' , ' ' , ' rtainfall intensity = 1.931(In/Hr) for a 10.0 year storm Subarea runoff = 4.568(CF5) for 2.900<ac.) Total runoff = 7.490(CF5) rotal area = 4.700(ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 228.000 to Point/station 231.000 '=-" 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.) 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 = 10.199<cF5) oepth of flow = 0.412(Ft.), Average velocity = 2 .107<Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.406(Ft.) Flow velocity = 2.11(Ft/s) Travel time = 4.75 min. rC = 19.13 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.805 Decimal fraction soil group a= 0.000 Decimal fraction soil group B= 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 aainfall intensity = 1.650(zn/Hr) for a 10.0 year storm Subarea runoff = 4.514<CF5) for 3.400(AC.) Total runoff = 12.004(CF5) Total area = 8.100(ac.) Street flow at end of street = 12.004<CFS) Half street flow at end of street = 6.002(CF5) Depth of flow = 0.430(Ft.), average velocity = 2. 191(Ft/s) Flow width (from curb towards crown)= 17.511(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/5tation 232.000 to aoint/Station 233.000 """" SUBAREA FIOW ADDITION ="^'"* SINGLE FAMILY (1/4 ACre LOt) rtunoff Coefficient = 0.805 Decimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.000 Decimal fraction soil group C= 0.000 oecimal fraction soil group o= 1.000 RI index for sail(nMC 2) = 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 19.13 min. Rainfall intensity = 1.650(In/Hr) for a 10.0 year storm 5ubarea runoff = 2.1Z4(C=5) for 1.600(ac.) 5~1620010rev.doc Page 14 of 17 ~,~ ' , , , 1 , ' ' ' ' ' ' ' ' rotal runoff = 14.128(CFS) rotal area = 9.700(nc.) -f'~'~'+"{'}f'}'{'"F"~"F'F~++-I'i'+f'i-F~'Y'L {'~'1'++~'+'i'~'~"l~'~'-F"{'{'-F"{'+'J'{"I'+1'+'fi'I'+++~'+'~++++F'~-F++'{"~+ arocess from Point/5tation 231.000 to aoint/Station 234.000 ="==- STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =--- 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 = 16.000(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 [27 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 = 0.410(Ft.), Average velocity = 5treetflow hydraulics at midpoint of street travel Halfstreet flow width = 16.334(Ft.) Flaw 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 Coeffiicient = 0.790 Decimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.100 Decimal fractior soil group C= 0.100 Decimal fraction soil group D= 0.800 RI index for soil(AMC 2) = 72.50 15.949(CFS) 3.322(Ft/s) Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.558(In/Hr) for a 10.0 year storm subarea runoff = 3.076(CFS) for 2.500(ac.) Total runoff = 17.205(CF5) Total area = 12.200(ac.) Street flow at end of street = 17.205(CFS) Half street flow at end of street = 8.602(CFS) oepth of flow = 0.419<Ft.), average velocity = 3.383(Ft/s) Flow width <from curb towards crown)= 16.838(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 234.000 to Point/5tation 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.) ' Distance from crown to crossfall grade b reak = 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 str eet ' 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.) ' ~51620010rev.doc Page 1~ of 17 1~ ' 1 ' ' ' ' ' ' ' 1 1 ' , , ' ' ' ' ' 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 = 20.519(CFS) oepth of flow = 0.476(Ft.), average velocity = 2 .886(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 = 2.89(Ft/s) Travel time = 0.98 min. TC = 22.21 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 e= 0.200 Decimal fraction soil group C= 0.200 Decimal fraction soil group o= 0.600 rt2 index for soil(AMC 2) = 70.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.520(In/Hr) for a 10.0 year storm Subarea runoff = 5.551(CF5) for 4.700(AC.) Total runoff = 22.756(CFS) Total area = 16.900(ac.) 5treet flow at end of street = 22.756<cFS) Half street flow at end of street = 11.378(CFS) Depth of flow = 0.488(Ft.), Average velocity = 3. 007(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 234.000 to Point/Station 225.000 "*"'` CONFLUENCE OF MAIN STREAMS "'`='" The following data inside rviain 5tream is listed: In Main Stream number: 2 stream flow area = 16.900(AC.) Runoff from this stream = 22.756(CFS) Time of concentration = 22.21 min. Rainfall intensity = 1.520(In/Hr) 5ummary of stream data: 5tream Flow rate TC Rainfall intensity No. (cFS) (min) (rn/Hr) 1 43.240 25.26-~~tiP~ ~~ 1.416 2 22. 756 22 . 21-~~+D ~ 1. 520 -~ ~q = tl ~!', %-=r Largest stream flow has longer time of concentration Qp = 43.240 + sum of Qb ra/zb 22.756 '° 0.932 = 21.204 Qp = 64.445 Total of 2 main streams to confluence: Flow rates before confluence point: 43.240 22.756 area of streams before confluence: 35.400 16.900 Results of confluence: `~~C~F~~`~'-~ ~`~-~.J rotal flow rate = 64.445(CFS) Time of concentration = 25.257 min. Effective stream area after confluence = 52.300(AC.) » 1620010rev.doc Page 16 of 17 ~ ' ' ' +++++++++++++++++++++++t+++++~+++.++++++++++++++++++++++++++++++++++++ Process from Point/5tation 225.000 to Point/Station 235.000 °'=='= PIPEFLOW TRAVEL TIME (Program 25timdt2d SiZ2) `='itr' ' Upstream point/station elevation = 5. Downstream point/station elevation = 000(Ft.) 0.000(Ft.) Pipe length 200.00(Ft.) Manning's N= 0.013 No. of p~pes = 1 Required pipe flow = 64.445(CFS) Nearest computed pipe diameter = 30. 00(In.) ' _ Calculated individual pipe flow 64. 445(CF5) Normal flow depth in pipe = 24.42(in.) Flow top width inside pipe = Z3.34(In.) ' Critical depth could not be calculated. Pipe flow velocity = 15.06(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 25.48 min . End of computations, total study area = 52.30 (nc.) ' rhe following figures may be used for a unit hydrograph study of th e same area. Area averaged pervious area fraction(ap) = 0.500 ' Area averaged RI index number = 66.0 ' 1 ' ' ' ' ' ' , ' ~ 551620010rev.doc Paee 17 of 17 ~ 1 ' ' 1 ' 1 ' ' ' rtiverside County ttational Hydrology Program CIVILCADD/CIVILDESIGN Engineering softwar Rational Hydrology Study oate -- - ----------- rRacr 29961 100-YEAR STORM FREQUINCY; HYDROLOGY USING BASIN-200 [ZGV tS6p PG~2, ~d,,GT' No, ADKAN ENGINEERS =_,(c) 1989 - 2001 version 6.4 : 06/23/04 File:5516200100.out ------------------------------- 7oa Nos.551E RATIONAL METHOD 3 2 Csp~- **'^"*"**'° Hydrology Study Control Information **=~*****= English (in-lb) Units used in input data file - ---------------------------- --------------------- ADK,aN Engineers, rtiverside, California - 5/N 561 ------------------------------------------------------------------------ Rational Method Hydrology Pro9ram based on Riverside County Flood Control & water Conservation District 1978 hydrology manual 5torm event (year) = 100.00 antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate o-4.1) For the [ Murrieta,Tmc,Rnch CaNOrco ] a~ea used. 10 year storm 10 minute intensity = 2.360(zn/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 = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ~ ~ ' ~ 1 , ' , ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 *{`*'` INITIAL AREA EVALUATION '~TM"~' initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 26.800(Ft.) sottom <of initial area) elevation = 23.300(Ft.) oifference 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. Rainfall intensity = 3.062(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.798 Decimal fraction soil group a= 0.000 Decimal fraction soil group s= 0.800 Decimal 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 Initial subarea runoff = 3.666<CFS) Total initial stream area = 1.500(ac.) Pervious area fraction = 0.500 ' S516200100rev.doc Page I of 17 !~" ~ ' ' ~ ' ' ' ' , , 1 ' , ' , ~ 1 ~ ' ~'T+~ L+}+1++++++"f++++111 j' 1~'++++T+++++~-++++++}+~'"f++++'~++~"F'I"F ~'++++j'+~"+'~'~"f' Process from Point/Station 201.000 to Point/5tation 202.000 -°-~ STREET FLOW TRAVEL TIME + SUBAREA FIOW 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 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 rv 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 = Depth of flow = 0.313(Ft.), Average velocity = 2 Streetflow 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 SINGLE FAMILY (1/4 ACr'2 LOt) Runoff Coefficient = 0.809 Decimal fraction soil group A= 0.000 oecimal fraction soil group s= 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 Rainfall intensity = 2.777<in/Hr) for a 100.0 Subarea runoff = 2.472(CFS) for 1.100(.4c.) Total runoff = 6.138(CF5) rotal area = Street flow at end of street = 6.138(CFS) Half street flow at end of street = 3.069(CFS) ~epth of flow = 0.329<Ft.), nverage velocity = 2 Flow width (from curb towards crown)= 11.566(Ft.) 5.010(cFS) 307(Ft/s) = 0.500 year storm 2.600(ac.) 417(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess trom Point/station 203.000 to Point/station 204.000 h*`°" SUBAREA FLOW ADDITION *'°-'" SINGLE FAMILY (1/4 AC~E LOt) ttunoff coefficient = 0.832 Decimal fraction soil group ,4 = 0.000 Decimal fraction soil group a= 0.100 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.900 rtI index for soil(aMC 2) = 73.10 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 15.09 min. Rainfall intensity = 2.777(in/Hr) for a 100.0 year storm subarea runoff = 4.855(CF5) for 2.100<nc.) 7ota1 runoff = 10.993(CFS) Total area = 4.700(ac.) +++++++++++++±++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~516200100rev.doc Page 2 of 17 2~ .. , ~ ' ' ~ ~ ' ~ ~ ~ M ' ' ~ ' ' ~ 1 ~ arocess from aoint/Station 202.000 to Point/Station 205.000 ~`"'-"=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='~'-"A Top of street segment elevation = 19.300<Ft.) End of street segment elevation = 12.500(Ft.) Length of street segment = 620.000(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.) 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 l~ne (v/hz) = 0.020 Gutter width = Z.000(Ft.) Gutter hike from flowline = 2.000(In.) htanning'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 = 16.021(CF5) Depth of flow = 0.429(Ft.), average velocity = 2 .953(Ft/s) Streetflow 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 ,4 = 0.000 Decimal fraction soil group B= 0.800 oecimal 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 = 2.476(In/Hr) for a 100.0 year storm Subarea runoff = 8.310(CFS) for 4.300(ac.) rotal runoff = 19.303(CFS) Total area = 9.000(ac.) 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.), Average velocity = 3 .140(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 °iY° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '°*** rop of 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.) 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 flaw 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 ~\ » 16200100rev.doc Page 3 of 17 ~ ' ~ ' ' ~ ' ' ' ' ' ~ ' , ' ' ~ , ' ' Estimated mean flow rate at midpoint of street = 20.375(CFS) oepth 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) rravel time = 1.76 min. TC = 20.35 min. adding area flow to street SINGLE FAMILY (1/4 ACre Lot) rtunoff Coefficient = 0.783 Decimal fraction soil group n= 0.000 oecimal 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; Impervious fraction = 0.500 Rainfall intensity = Z.356(rn/Hr) for a 100.0 year storm Subarea runoff = 1.845(CF5) for 1.000<ac.) Total runoff = 21.147(CF5) Total area = 10.000(ac.) Street flow at end of street = 21.147(CFS) Half street flow at end of street = 10.574(cFS) Depth of flow = 0.501(Ft.), average velocity = 2.635<Ft/s) warning: depth of flow exceeds top of curb rvote: depth af flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.06(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/station 207.000 to Point/5tation 208.000 **** SUBAREA FLOW ADDITION TM"^" SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.761 Decimal fraction soil group n= 0.000 oecimal fraction soil group a= 1.000 ~ecimal fraction soil group C= 0.000 Decimal fraction soil group o= 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 Subarea runoff = 7.176(CFS) for 4.000<ac.) rotal runoff = 28.323(CF5) Total area = 14.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from aoint/5tation 206.000 to aoint/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.) Length of street segment = 300.000(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) 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(rn.) Manning's N in gutter = 0.0150 ~~ 5~ 162001 OOrev.doc Page 4 of 17 ' ' , ' ~ ' ' ' ~ , ~ ' ' 1 ' ' ' ' ' ~'~anning'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) oepth 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. Distance 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. rC = 2Z.06 min. adding area flow to street SINGLE FAMILY (1/4 ACt'e LOt) Runoff Coefficient = 0.757 Decimal fraction soil group A= 0.000 Decimal 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 aervious area fraction = 0.500; Impervious fractio n = 0.500 ttainfall 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(CFS) Depth of flow = 0.559(Ft.), nverage velocity = 2.958(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 = 2.93(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station Z10.000 to Point/Station 211.000 *"^"~` SUBAREA FLOW ADDITION `=-''* SINGLE FAMILV (1/4 Acre lot) Runoff Coefficient = 0.767 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 rti index for soil(aMC 2) = 58.60 Pervious 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/5tation 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.) ~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.) 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.) l~ 5~16200100rev.doc Page ~ of 17 ~ ' , ' , ~ ~ ' , ' ' ~ , ' ' ~ , ' 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 = 37.303(CFS) Depth 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.) Streetflow hydraulics at midpoint of street travel: tialfstreet flow width = 18.000(Ft.) Flow velocity = 3.06(Ft/s) Travel time = 0.65 min. rC = 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 Decimal fraction soil group e= 1.000 Decimal fraction soil group C= 0.000 oecimal 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(In/Hr) for a 100.0 year storm 5ubarea runoff = 1.509(CFS) for 0.900<ac.) Total runoff = 37.935(CFS) rotal area = 19.600(AC.) street flow at end of street = 37.935(CF5) 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 flaw exceeds top of street crown. Distance 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 **TM* PIPEFLOW TRAVEL TIME (Program estimated size) z°~tr upstream point/station elevation = 8.500(Ft.) Downstream point/station elevation = 6.100(Ft.) Pipe len~th = 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.) Galculated individual pipe flow = 37.935(CF5) Normal flow depth in pipe = 24.40(In.) Flow top width inside pipe = 28.97(in.) 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/5tation 212.000 to Point/station 213.000 *"'"'` CONFLUENCE OF MAIN STREAMS ="'"~` The following data inside Main Stream is listed: Zn Main stream number: 1 Stream flow area = 19.600(nc.) aunoff from this stream = 37.935(CFS) Time of concentration = 23.48 min. Rainfall intensity = 2.178(In/Hr) ' »16200100rev.doc Page 6 of 17 ~~ ' ' ~ ~ ' ' ' , ' ~ ~ ' , ' 1 , ' , ' Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 215.000 °"`=' ZNITIAL AREA EVALUATION "=-`= In~tial area tlow distance = 510.000<Ft.) Top (of initial area) elevation = 26.600<Ft.) aottom <of initial area) elevation = 23.000(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00706 s(percent)= 0.71 TC = k(0.390)~[(length~3)/(elevation change)]~0.2 Initial area time of concentration = 12.716 min. Rainfall intensity = 3.052<In/Hr) for a 100.0 SINGLE FAMILY (1/4 Acre Lot) rtunoff Coefficient = 0.785 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 D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction Initial subarea runoff = 3.833(CF5) Total initial stream area = 1.600(nc.) Pervious area fraction = 0.500 year storm 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 216.000 *''`*'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~'*' Top oY street segment elevation = 23.000(Ft.) End of street segment elevation = 20.800<Ft.) ~ength 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. 51ope from gutter to grade break (v/hz) = 0.017 Slope trom 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 nl 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 = 0.380(Ft.), average velocity = 1 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 n= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group c= 0.000 Decimal fraction soil group o= 0.500 RI index for soil(ahtc 2) = 65.50 000(Ft 6.827(CF5) 770(Ft/s) aervious area fraction = 0.500; rmpervious fraction = 0.500 rtainfall intensity = 2.605(In/Hr) for a 100.0 year storm » 16200100rev.doc Page 7 of 17 ~ ' , ' ' Subarea runoff = 5.240(CF5) for rotal runoff = 9.072(CFS) 7 Street flow at end of street = 9 Half street flow at end of street = ~epth of flow = 0.410(Ft.), average Flow width (from curb towards crown)= 2.500(ac.) ~tal area = 4.100(nc.) .072(CFS) 4.536(CFS) velocity = 1.895(Ft/s) 16.310(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 217.000 to aoint/5tation 218.000 °~''~` SUBAREA FLOW ADDITION ~°-° SINGLE FAMILY (1/4 Acre Lot Runoff Coefficient = 0.771 ' ' , ' ~ ' u IJ ' ' ' ~ ' oecimal fraction soil group a= 0.000 Decimal fraction soil group a= 1.000 oecimal fraction soil group c= 0.000 ~ecimal fraction soil group o= 0.000 RI index for soil(qMC 2) = 56.00 Pervious area fraction = 0.500; rmpervious 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(CF5) Total area = 5.000(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ arocess from Point/5tation 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(rn.) 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 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 = Z.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 = 12.512(CF5) Depth of flow = 0.390(Ft.), average velocity = 3 .006<Ft/s) 5treetflow hydraulics at midpoint of street travel: hialfstreet 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 e= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 RI index for soil(AhtC 2) = 75.00 aervious area fraction = 0.500; impervious fraction = 0.500 Rainfall intensity = 2.466(In/Hr) for a 100.0 year storm Subarea runoff = 3.076(CFS) for 1.500(AC.) Total runoff = 13.956(CFS) Total area = 6.500(nc.) »16200100rev.doc Paee 3 of 17 ~4 , . ' ' Street flow at end of street = 13.956(CFS) Half street flow at end of street = 6.978(CF5) ' oepth of flow = 0.402(Ft.), average velocity = 3.OS6(Ft/s) Flow width (from curb towards crown)= 15.825(Ft.) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proce55 from Point/Station 220.000 to Point/Stdtion 219.000 ~` SUBAREA FLOW ADDITION ~` SING~E FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.800 Decimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.500 Decimal fraction soil group ~= 0.000 ' Decimal fraction soil group o= 0.500 rtI index for soil(nMC Z) 65.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 18.73 min. ' Rainfall intensity = 2.466(In/Hr) for a 100.0 year storm Subarea runoff = 3.553(CFS) for 1.800(AC.) Total runoff = 17.508(CFS) Total area = 8.300(AC.) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 219.000 to Point/Station 221.000 ~"t" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~"°** ~ rop 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.) 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) 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 = 18.352<CF5) Depth of flow = 0.457(Ft.), nverage velocity = 2.850(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 = 2.85(Ft/s) Travel time = 1.17 min. rC = 19.90 min. Adding area flow to street ' SINGLE FAMILY (1/4 ACr2 LOt) Runoff Coefficient = 0.784 Decimal fraction soil group A= 0.000 Decimal fraction soil group e= 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; Impervious fraction = 0.500 ' Rainfall intensity = 2.386(In/Hr) for a 100.0 year storm Subarea runoff = 1.496(CFS) for 0.800(ac.) Total runoff = 19.005<CFS) Total area = 9.100(ac.) ~ Street flow at end of street = 19.005(CFS) ~ ~516200100rev.doc Page 9 of 17 .7"" ' ' Half street flow at end of street = 9.502(CFS) Depth of flow = 0.461(Ft.), 4verage 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 oecimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.000 ' Decimal fraction soil ~ecimal fraction soil group C= group o= 0.000 1 000 RI index for soil(qMC 2) 75. . 00 Pervious area fractio n = 0.500; Impervious fraction = 0.500 Time of concentration = 19.90 min. ' aainfall 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) rotal area = 11.100(ac.) , ++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 224.000 ' '"""` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **u* 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<zn.) = 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 S1ope 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 = 26.789(CFS) Depth of flow = 0.483(Ft.), Average velocity = 3.637(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 = 3.64(Ft/s) Travel time = 2.89 min. TC = 22.J8 min. adding area flow to street ' SINGLE FAMILY (1/4 ACf2 LOt) rtunoff Coefficient = 0.785 oecimal fraction soil group a= 0.000 Decimal fraction soil group e= 0.500 , Decimal fraction soil group C= 0.300 Decimal fraction soil group D= 0.200 k2 index for soil(aMC 2) = 63.70 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Rainfall intensity = 2.214(In/Hr) for a 100.0 year storm subarea runoff = 6.432(cFS) for 3.700<ac.) rotal runoff = 29.394(CFS) rotal area = 14.800(ac.) ' Street flow at end of street = 29.394(CF5) ~` ' »16200100rev.doc Page 10 of 17 ' , 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.) ' ++++++++++++++++++++++++++++:+++++++++++++++++++++++++++++++++++++++++ arocess from Point/Station 224.000 to Point/5tation 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.) ~ength of street segment 195.000<Ft.) t+eight 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 l f . S ope rom 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 M i ' f d b ann ng s N rom gra e reak 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. oistance that curb overflow reaches into property = 3.23(Ft.) ' Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 2.89(Ft/5) Travel time = 1.13 min. TC = 23.91 min. adding area flow to street ' SINGLE FAMILY (1/4 ACr2 LOt) Runoff coefficient = 0.778 ~ecimal fraction soil group a= 0.000 Decimal fraction soil group a= 0.500 ' Decimal 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; zmpervious fraction = 0.500 ' Rainfall intensity = 2.156(In/Hr) for a 100.0 year storm Subarea runoff = 1.678(CFS) for 1.000(ac.) rotal runoff = 31.072(CFS) Total area = 15.800(AC.) Street flow at end of street = 31.072(CFS) ' Half street flow at end of street = 15.536(CFS) Depth of flow = 0.569(Ft.), Average velocity = 2. 903(Ft/s) warning: depth of flow exceeds top of curb rvote: depth of flow exceeds top of street crown. , Distance that curb overflow reaches into property = 3.45(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 224.000 to Point/Station 213.000 ~==" CONFLUENCE OF MAIN STREAMS ="••°- , The follow~ng data inside rvtain Stream is listed: In Main Stream number: 2 Stream flow area = 15.800<ac.) ' Runoff from this stream = 31.072(CFS) ' ~516200100rev.doc Page I 1 of 17 ~ ' ' rime of concentration = Z3.91 min. rtainfall intensity = 2.156(In/Hr) ' summary of stream data: Stream Flow rate rc Rainfall intensity No. (CFS) (min) (In/Hr) ' 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/Ta 31.072 =' 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 ' 2esults of confluence: Total flow rate = 65.455(CF5) Time of concentration = 23.483 min. Effective stream area after confluence = 35.400(ac.) ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 213.000 to Point/5tation 225.000 ' "~'*" PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 6.100(Ft.) oownstream point;station elevation = 5.000(Ft.) Pipe lenyth = 185.00(Ft.) Manning's N= 0.013 , No. of p~pes = 1 Required pipe flow = 68.455(CFS) Nearest computed pipe diameter = 42.00(in.) Calculated individual pipe flow = 68.455<CFS) Normal flow depth in pipe = 30.66(In.) ' Flow top width inside pipe = 37.30(In.) Critical Depth = 31.14(in.) aipe flow velocity = 9.10(Ft/s) Travel time through pipe = 0.34 min. ' Time of concentration (TC) = Z3.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 213.000 to Point/Station 225.000 '~`~`'` CONFLUENCE OF MAIN STREAMS F''"`x rhe following data inside Main Stream is listed: ' in Main Stream number: 1 Stream flow area = 35.400<ac.) rtunoff from this stream = 68.455(CFS) rime of concentration = 23.82 min. , Rainfall intensity = 2.161(In/tir) Program is now starting with Main Stream No. 2 ' 'f~"Fi'++~'++++'~i'~"F+t'I'++++'Fi'i' 'yT+++~"FT++'I'+i't'~'f++++++f'~'+++'F+?i'+++i"t+++++1"F++ Process from Point/Station 226.000 to Point/Station 227.000 =='~= INITIAL AREA EVALUATION ''**=' ' ' S516200100rev.doc Page 13 of 17 ' ' l Initia area flow distance = 600.000(Ft.) rop (of initial area) elevation = 22.800(Ft.) ' aottom (of initial area) elevation = 16.800(Ft.) Difference in elevation = 6 000(Ft ) . . Slope = 0.01000 s(percent)= 1.00 rC = k(0.390)~[<length~3)/(elevation change)]~0.2 Initial area time of concentration = 12.657 min. ' Rainfall intensity = 3.059(In/Hr) for a 100.0 year storm SINGLE FAMI~Y (1/4 AGre Lot) Runoff Coefficient = 0.843 Decimal fraction soil group A= 0.000 ' Decimal fraction soil group e= 0.000 oecimal fraction soil group C= 0.000 ~ecimal fraction soil group D= 1.000 2z index for soil(AMC 2) = 75.00 ' Pervious area fraction = 0.500; rmpervious 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 227.000 to Point/Station 228.000 ' "*'`* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '~*** Top ot 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.) Distance 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 ' Manning's N from gutter to grade break = 0.0150 i ' f rvtann ng s ru rom grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.224<CF5) Depth of flow = 0.316(Ft.), average velocity = 1.433(Ft/s) fl h li d Street ow y rau cs 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. ,4dding area flow to street ' SINGLE FAMILY (1/4 Acre Lot) rtunoff Coefficient = 0.840 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 ' rtainfall intensity = 2.869<in/Hr) for a 100.0 year storm Subarea runoff = 2.650(cFS) for 1.100(AC.) Total runoff = 4.455(CFS) Total area = 1.800(AC.) street flow at end of street = 4.455(CFS) ' tialf 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.) ' ~ ~516200100rev.doc Page li of 17 'l/~ ~ ' ' +~~;-~++~+++++++1++++~+~++-++++++++++++++~+++++++~+++~+++;+;+LL++~+++++ ' Process from Point/Station 229.000 to Point/Station 230.000 *="'~~` SUBAREA FLOW ADDITION °" SINGLE FAMILY (1/4 ACfe LOt) ' aunaff Coefficient = 0.840 Decimal fraction soil group a= 0.000 oecimal fraction soil group a= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 ' RI index for soil<AMC Z) 75.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time 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 J 00(AC.) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 228.000 to Point/Station 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.) 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.) 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 Gut*er 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 = 15.579(CF5) ' Depth of flow = 0.458(Ft.), Average velocity = 2.405(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 = 2.40(Ft/s) Travel time = 4.16 min. Tc = 18.39 min. adding area flow to street SINGLE FAMILY (1/4 ACre Lot) ' Runoff Coefficient = 0.832 oecimal fraction soil group A= 0.000 oecimal fraction soil group e= 0.000 oecimal 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 = 2.492(In/Hr) for a 100.0 year storm ' 5ubarea runoff = 7.047(CFS) for 3.400(ac.) Total runoff = 18.488(cFS) Total area = 8.100(ac.) Street flow at end of street = 18.488(cFS) Half street flow at end of street = 9.244(CF5) ' Depth of flow = 0.478(Ft.), nverage velocity = 2.574(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) ' ' ~516200100rev.doc Page 14 of 17 ° ~ _ LJ ' ++++~++++++~++++++++~+++++++ ;+~+ +~+=++++++T;++~++++~+++~~++~y ' Process from aoint/Station =" SUBAREA FLOW ADDITION " 232.000 to aoint/5tation SINGLE FAMILY (1/4 ACI'E 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 ' rtI index for soil<nMC 2) 75. 00 Pervious area fraction = 0. 500; Impervious fraction = 0.500 Time of concentration = 1 8.39 min. ' ' ' 1 ' ' ' ' ' ' ' ' L~ ++++++++ 233.000 Ra~nfall intensity = 2.492(in/Hr) for a 100.0 year storm Subarea runoff = 3.316(CF5) for 1.600(ac.) Total runoff = 21.804<CF5) Total area = 9.700<ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point/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.) Length 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. 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.) 51ope from curb to property line (v/hz) = 0.020 Gutter :vidth = 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.), average velocity = 3 Note: depth of flow exceeds tap 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. 4dding area flow to street SINGLE FAMILY (1/4 Acre ~ot) Runoff Caefficient = 0.821 Decimal fraction soil group 4= 0.000 Decimal fraction soil group e= 0.100 Decimal fraction soil group C= 0.100 Decimal fraction soil group D= 0.800 RI index for sail(aMC 2) = 72.50 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 2.364(in/Hr) for a 100.0 subarea runoff = 4.850(CF5) for 2.500(AC.) Total runoff = 26.654(CFS) Total area = Street flow at end of street = 26.654(CFS) Half street flow at end of street = 13.327(CF5) Depth of flow = 0.467(Ft.), a,verage velocity = 3 Note: depth of flaw exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft.) 000(Ft 24.614(CF5) 801<Ft/s) = 0.500 year storm 12.200(AC.) 923<Ft/s) ~ ' ~516200100rev.doc Paee l~ of 17 , ' ++~++~++++T~++++++~+++++++++++~.++~+r+++++++++++++++++~+++++~~++~+++~++ , Process from Point/Station 234.000 to aoint/Station 225.000 '' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION = rop of street segment elevation = 6.300(Ft.) End of street segment elevation = 5.000(Ft.) ' ~ength 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.) 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 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 = 31.788(CFS) Depth of flow = 0.544(Ft.), nverage velocity = 3.284(Ft/s) warning: depth of flow exceeds top ot curb ' Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.22(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) ' Flow velocity = 3.28(Ft/s) Travel time = 0.86 min. TC = 21.09 min. ndding area flow to street SINGLE FAMILY (1/4 ACI'e LOt) , Runoff Coefficient = O.S11 oecimal 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 = 2.310(rn/Hr) for a 100.0 year storm ' Subarea runoff = 5.804(CFS) for 4.700(AC.) Total runoff = 35.458(CFS) Total area = 16.900(nc.) Street flow at end of street = 35.458(CFS) Half street flow at end of street = 17.729(CFS) ' Depth of flow = 0.565(Ft.), average velocity = 3.365(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 = 3.26(Ft.) ' Flow width (from curb towards crown)= 18.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/station 234.000 to Point/5tation 225.000 ''=="'s CONFLUENCE OF MAIN STREAMS *'°*'° The following data inside main Stream is listed: ' In Main 5tream number: 2 Stream flow area = 16.900(ac.) ftunoff from this stream = 35.458<CF5) _~ _-`,~„_ Time of concentration = Z1.09 min. " ' ~ ~~ i=~-^= ' rtainfall intensity = 2.310(In/Hr) ,~~~ .;,,~, Summary oY stream data: ' stream Flow rate TC Rainfall Intensity ~ ' ~516200100rev.doc Page 16 of 17 , ' ' ' I~ L No. (CFS) (min) (In/Hr) 1 68.455 23.82 -` = " ' 2.161 2 35.458 21.09 -::t1-. ~ ~- _= 2. 310 ~argest stream flow has longer time of concentration Qp = 68.455 + sum of Qb Ia/Ib 35.458 ' 0.935 = 33.160 Qp = 101.615 Total of 2 main streams to confluence: Flow rates before confluence point: 68.455 35.458 area of streams before confluence: 35.400 16.900 Results of confluence: .. ' Total flow rate = 101.615(CFS) ~ y" Time of concentration = 23.822 min. Effective stream area after confluence = ' ' , 1 ' ' ' ' ' , ' _:~:'-- _...., ; ..._. . ,~. , 52.300(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 225.000 to Point/5tation 235.000 """" PIPEFLOW TRAVEL TIME (PrOg~am estimated SIZe) ='""` upstream po~nt/station elevation = 5.000(Ft.) Downstream point/station elevation = 0.000(Ft.) Pipe lenyth = 200.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 101.615(cFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 101.615(CFS) Normal flow depth in pipe = 28.41(rn.) Flow top width inside pipe = 29.37(In.) Critical depth could not be calculated. Pipe flow velocity = 16.99(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 24.02 min. End of computations, total study area = 52.30 The following fiyures may be used for a unit hydrograph study of the same area. area averaged pervious area fraction(ap) = 0.500 area averaged RI index number = 66.0 (AC.) 31 ' »16200100rev.doc Page 17 of 17 w Z ti Z ~~ ~ J ~ ~~W m~tn ~ ~JW i ' ~ _'_ _ i L(7 ~ ~ ~ ~ ~ \ -N ~. ~ ~I ~ -~- ~ ~-~----_ ~ ; ~ ~ ~ N ~ ~~ ---- w in ~ ~ ~ ~ - - _ ~ C ~ ~ ~ J ~ ~ ~ ~ ~ ~' ~ ~ U ~' ~ Z - Q -_ ~ '~ ~ ~ ~ Z ~ ~i Q _ ~ ~ J U ~ ~ ~ --. = j ~ U z - ~ W Q ~ ~ ~ W O Z z w ~ ~ o J ~ ~ `- '_ U 3~ . __ _ ' 1 <.~::,:~.~~~-~.:<.~,:;:~:~:~.~:~•-~-.:~-~~-<.;:~~~~---<:~.__~_~~_~~~_~~,__~~_~_..~~_<_~,~_~_-__s-__ ~"'~""= CHANNEL FLOW CALNLATIONS ~==°=` ' +~==.~.~ .~~~ ~c~c~;: ~ ~ c~r:;: r: c~r: ~:ac-:: ~ ~-_•e:a:: ~~<-c~~~z~ a<-rcr<~; ~x~.aax~-~-a<-~ ~~~~r~x•.~sra~~a~:r>~~~a ~ta~•.LL~~;.-,c-::z-t-a~-a.a:r,-~-a_:;~•:t:~,.,.....~.«~.~.~..;;e~~-aaaa~~::t_<aa ~ a a xa ~rta _.._., ac-~r o-~~~et-r ~a ~~r __ 100-YEAR STORM FRQUINCY: STREET CAPACITY Ay ' ~>~~-.;~.,.__..:....:>:~~-~::--:~-~~--~<~~-~~<--:~-~~-:::;.,...>uu~~~~~~~~w-s~-s:~F;-~:~>>s:~~~~~~~:~~~~~~~ CALCULATE DEPTH OF FLOW GIVEN: Channel 51ope = .005000 (Ft./Ft.) _ .5000 % ' ~iven Flow Rate = 35.46 Cubic Feet/5econd - Q~oo ' ~"~ OPEN CHANNEL FLOW - STREET FLOW *"* Street Slope (Ft./Ft.) _ .0050 Mannings "n" value for street = .015 ' Curb Height (In.) = 6. Street Halfwidth (Ft.) = 18.00 oistance From crown to Crossfall Grade sreak (Ft.) = 16.00 slope from ~utter to Grade areak (Ft./Ft.) .083 ' Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 5.50 Slope from curb to property line (Ft./Ft.) _ .020 ' oepth of flow = .607 <Ft.) a.-1 ~ ~~~ Average velocity = 2.86 (Ft./Sec.) channel flow top width = 23.34 (Ft.) WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB ' ~istance that curb overflow reaches into property is = 5.334 (Ft.) ' Streetflow Hydraulics : Halfstreet Flow width(Ft.) = 18.00 Flow velocity(Ft./sec.) = 2.86 Depth*velocity = 1.73 Flow rate of street channel <CFS) = 35.46 t CRITICAL FLOW CALCULATIONS FOR CHANNEL N0. 1: Subchannel Critical Flow Top Width(Ft.) = 23.08 5ubchannel Critical Flow velocity(Ft./Sec.) = 2.912 t Subchannel critical Flow qrea(Sq. Ft.) = 6.09 Froude Number Calculated = .999 Subchannel Critical Depth = .602 ' CRITICAL FLOW CALCULATIONS FOR CHANNEL N0. 2: 5ubchannel Critical Flow rop width(Ft.) = 23.08 Subchannel Critical Flow velocity(Ft./Sec.) = 2.912 ' Subchannel Critical Flow Area<Sq. Ft.) = 6.09 Froude Number Calculated = .999 Subchannel Critical Depth = .602 ' +++++++++++++++++++++++++++ --------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------ ' ' 3°~ ' CHAN.OUT Page 1 of 3 - ' 1 , ~"A'"°-`- '"-'-~~'-'-"`'`'`:°=== CHANNEL CRO55-SECTION PLOT -'***= °**=`****--=~:':-~-~--=-* ' oepth of flow = .61 Feet ,_ "w" STREET F~OW HALF-WIDTH CRO55 SECTION ' Critical depth for Channel No.1= .60 Feet ,_"c" Critical depth for Channel No.2= .60 Feet ,_"c" ' x (Feet) -------- Y(Feet) v-Axis-_>0_ _2 ------------------- _3 .5 .6 .00 .61 I I ------- I ----------- ----- I x ' 1.00 2.00 .59 I .57 ~ I I I I xwl I x w~ 3.00 .55 X 4.00 .53 I I I I x w~ i ' 5.00 6.00 .51 .04 I x I I I X wl 7.00 .12 x I I I wl 8.00 .17 IX I I wl 9.00 .19 I x I I wI ' 10.00 .zi X 11.00 .23 ~ I x I I wl 12.00 •z4 i ~ x 13.00 .26 X ~ I WI ' 14.00 .28 I I x ~ I wl 15.00 .29 I I xl I wl 16.00 .31 I I x ~ w~ 17.00 .33 X ' 18.00 •34 I I x 19.00 .36 j x I wl 20.00 .38 I I I x I Wl 21.00 .40 I I x I wl ' 22.00 .41 X 23.00 .43 I I I x I wl 24.00 .43 X 25.00 .41 I I I X I wl , 26.00 .40 I I x I wl 27.00 .38 I I I x I w1 28.00 .36 I I x I w~ 29.00 .34 x 30.00 .33 i i Xx I wl ' 31.00 .31 I WI 32.00 .29 j j X 33.00 .28 x j I wl 34.00 .Z6 x ' 35.00 •z4 ~ x 36.00 ~ X .23 I I wl 37.00 .21 ~ ~ x ~ I wl 38.00 .19 X ' 39.00 .17 I Ix I I wl 40.00 .12 x 41.00 .04 i x 42.00 I .51 I I X WI ' 43.00 .53 x 44.00 .SS I I I x wl I 45.00 .57 I I I I x w~ 46.00 •59 ~ xW ' 47.00 .61 I I x I +++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++ 1 ' CHAN.OUT Page 2 of 3 ~ ' 1 1 ' , , , , , , ' 1 1 1 ' ' ~ 1 ' I L_ • . ` I ~JI'{~ ~ ~ ` I ~ ~~~ ~I ~ ,_, i ~ • i : I ~ ~~ ~ ~ L ~ ~~ C~ ` ~ ~ ~ i i1 ~ W ~ I ~ I ~ (Y ~ ~O ~ ~~ ~ } '~ r ~ .l `_~- ' ~ . ~. .. ~ - V 2 ~` ' ~~ ° ~ ? 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R a O ~ C~ , ~ Z:? u ~-~ o i tYj 1 { yL I~ I ~ ~~" '„L ~ C~i ].JJ" G dJr i ~ ~ =I ~~ L,~~. ,k_,~ ~ i ~ ' ~ , i _ ~ p s _ _ _' _, ~l 1 1 ' 1 ' 1 ' ' ' , , 1 1 ' ' ' ' ~ 1 TRACT NOS. 32004'** CB NOS. 1 AND 2--FLOW CAPACITY Worksheet for Curb Inlet In Sag Project Description Worksheet Curb Inlet- t Type Curb Inlet In Sag Sotve For Spread Input Data Discharge 17.73 cfs - 1°L Gutter Witlth 2.00 ft Gutter Cross Slope 0.083333 fVft Road Cross Slope 0.0'17000 Wft Curb Opening Length 14.00 ft Opening Height 0.67 ft Curb Throat Type HDrizontal Local Depression 4.0 in Local Depression Widtt 4.00 k c.r~ ~~, ~~ Results Spread 3.38 R Throat Incline Angle 90.00 degrees Depth 0.56 R-y~ O K ~ O•~7 Gutter Depression 1.6 in Total Depressinn 5 a ~„ ~v Project Engineec Jerry A. Salumbides Jr.,P.E. untitletl.fm2 FlowMaster v6.0 [6146] 10/01/04 11:18:42 AM ~ Haestatl Methods, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA (203) 755-1888 Page 1 of 1 W =14 ~.~SGH ' , Tl TttaCT 29661 T2 100-YEAR FREQ.: Q100 WATER SURFACE PROFILE, f3 PREPARED BY: ].A.SALUMBIDES JR,.PE. 50 647.1901277.010 3 R 656.7601281.380 3 .013 R 682.2201293.030 3 .013 rs 687.7001293.170 1 .013 R 798.8301296.090 1 .013 R 826.4401292.230 1 .013 rt 831.9401296.260 1 .013 R 951.5401296.860 1 .013 R 1047.3601297.340 1 .013 R 1123.5901297.720 1 .013 ]x 1136.0901298.220 5 2 2.013 16.660 t R 1192.8501298.500 R 1210.SSO1Z98.670 R 1318.3401299.710 lX 1338.8401300.210 a 1490.7801300.830 R 1581.6101301.200 R 1674.9401301.570 ~x 1684.4401302.630 rt 1689.5301302.670 R 1712.6101302.830 R 1724.3101302.910 wE 1724.3101302.910 SH 1724.3101302.910 CD 1 4 1 000 CD 2 4 1 .000 Co 3 4 1 .000 C~ 4 3 0 .000 CD 5 4 1 .000 CD 7 4 1 .000 1 18.950 5516LINE-AREV.WSW Page 1 of 1 5 .013 5 .013 5 .013 3 2 2.013 15 3 .013 3 .013 3 .013 2 2 .013 18 2 .013 2 .013 2 .013 4 .500 4 .500 4.000 .000 2.000 .000 3.000 .000 5.000 7.000 3.500 .000 3.000 .000 .0 200 950 000 000 000 000 000 000 ' ~ ~ ' ' ' ~ ~ , 5516LINE-AREV. WS W 706 Nos. 5516 LINE-A ~* REVISED PER TM 32004 OCTOBER 5, 2004 1279.700 -22.380 .000 0 .000 .000 0 .000 .000 0 .000 .000 0 77.330 .000 0 .000 .000 1 .000 .000 0 -90.000 .000 0 .000 .000 0 16.6601298.2201298.220 61.7 29.5 .000 .000 0 .000 .000 0 9.650 .000 0 15.2001300.4601300.460 30.0 18.1 .000 .000 0 .000 .000 0 -5.180 .000 0 1302.600 30.0 .000 .000 0 30.000 .000 0 .000 .000 0 1302.91 000 .00 000 .00 000 .00 000 .00 000 .00 000 .00 Page 1 of 1 000 000 000 ~~ _ , ' N Q M.iO .i N Z ~O Z ~O Z £O Z £O Z ~~ 2 ~O 2 ~O Z ~O O M ' ~ , P N QI W Z Z ~ ~ ~ ~ ~ ~ r r a a ~ a a a a ~ ..¢m w w o o o o o o o o i wav ~ ~ ~o uo ~o ~o ~o uo uo ~o ao E > Q Q z0 ZO ZO z0 z0 z0 20 ZO O ~ a n a~ a~ a. Q. Q. a. a. Q. ~ F m • , ,~ .~ m H ~o < x o > a o w w w w w w w w ow N JO JO WO JO JO JO JO JO JO NJO N 1900 l90 JO tD0 l9M t90 l00 l90 l90 VN190 h Zm ZO t~0 ZO Zm 20 ZO 20 ZO i•20 a a. . Q. Q Q. a. a Q. ~~Q . 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(y Q HO V# ~W tl N ri H2QOp N Wu VI I a I V14 I I I 1 I I I I I C M G] W p O JOZ K • I Y I I I I n H tl>r u O .-I .i n O rn Ot ~ n~ n ~n ~~D T ~-1 O~ n I~ ~ in W J a O~ W a N O N O ~ N n O '-I N N M'-1 in O ~ O L J Y L• LLi ~ W ti # N9 Si Ol Ot Ol 01 O O O O O ~ LL W # C L n O~ O~ A Oi O O O O O n O J Y W ~J' # N N N N M M Nf M M 2016' H Y k 'i '-I rl '-I ri '-I ~-1 ~-1 '-I Nrla Q 6 I tl I 1 I I I t I I W U d W p V' ~ i lG I O N I N O I ~ NO I ~ I M Q1 I N lD ' O O I O1 N~ W ^ Q 2 k r- N Q p N r-I O r-i r-1 rV O O J•• LL W~ a W a u M O ~'+ O rl O .-I n+ O N O N O N O N O NLp_' U ~C 1S LL# . . . . . . . . ~Gl~ QCK Ulit HLVI LLrti i H i I i i ~ i i i V E c c - - - - - - - - - - - ~ z ~ vi u i a m i rv i m i a i rv i rn i vi i m i ~n i ~ Z W UI W t M N V1 O O M 1~ ~-1 N Ol ~- Qi VI C 3rQ zHU va ~ v m m v m m rv .i ro 3 w m 0> LL e rl .~ rl i-1 .~ .-~ ,-1 ~._ ~f~ ~ a W 3 ~ a ___° _ - - - _ ~ _ _ _ - - ~ - ~ - ~ - ~ U1 Q4 I Y N I N I N I N 1 N I N I N I N I N I VI O Vlx u ~O ~D t0 t0 ~O ~D t0 t0 ~O N O •a u 3 rn .~1 Q i VI u .~1 r1 .~1 ,-i '-I .i ~-1 i-1 r~l N d•M O'LL u O O O O O O O O O ~e n a V u ri ri .i ri ~-i .i rV rl rl U ~~ p v p ~p . ..4 # a a~x i n ~ ~ i i i ~ i i i E K + __ * _~_ _N- _~_ _m_ _~_ _~_ _^_ _~- _eo i wm«- - N LL O u X T M op n c0 ep O v1 < L '-I W C L Y V1 Ql Q I~ Cp N I~ O ~'1 Q~ ~OCCC W> Y O ~o Q Q n F+ N e a0 co ~O n n co co ~ mwa+ A~ n m m m rn m m rn m m G N y W C 3. 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' , T1 rRacr 29661 0 ~ 100-YEAR FREQ.: WATER SURFACE PROFILE, ~~LINE-A1~~(REVISED PER TM32004) ' ,3 ADKAN ENGINEERS 50 1000.0001298.220 1 1302.080 R 1008.7001298.660 1 .013 .000 .000 0 R 1048.3601300.680 1 .013 .000 .000 0 ' wE 1048.3601300.680 2 .500 SH 1048.3601300.680 2 1300.680 CD 1 4 1 .000 2.000 .000 .000 .000 .00 co 2 3 0 .000 5.000 14.000 .000 .000 .00 , Q 17.730 .0 ' ' , ' ' ' ' ' ' , ' ' , , 5516LINE-A1REV.WSW Page 1 of 1 J~ , _ _ ~ ~n~-IO '-I N 2 2 ~O O N v ~ > ~ ~ Z a V~ a ~aw w w o 0 Q E > Q Z O Z O a a Q . ¢ . ~ m v .~ o > o w w ~ J O J O ~ t~ O t~0 ~ ~ 20 20 N V Q . a . 1 ~ . ^ d ~ N VI A 7 M O N O 0 O [~O ~ O JM Q • Q . > V W O z a w o ~ O J . 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' ' ' ' ' ' ' ' , ' ' ' , ' ' 1 ' ' rl TRACT 29661 ~oa Nos. 5516 , 2 100-YEAR FREQ. : WATER SURFACE PROFILE, '~LINE-A2" ~21-_'Yl~jGp ~>Q. TT~'~ 32~~} T3 ADKAN ENGINEERS DATE JUNE 28, 2004 50 1000.0001298.220 1 1302.080 R 1004.2601298.740 1 .013 .000 .000 0 tt 1012.7401299.790 1 .013 .000 .000 0 WE 1012.7401299.790 2 .500 SH 1012.7401299.790 2 1299.790 CD 1 4 1 .000 2.000 .000 .000 .000 .00 C~ 2 3 0 .000 5.500 7.000 .000 .000 .00 Q 17.730 .0 5516LINE-A2REV. W S W Page 1 of 1 " \ , ' _ _ ~+tiO ~-1 N Z 2 ' ~ ) V ~o ~O Z 2 m W {- F a~ E a a ° ~ Q c ' ~ .-. m p v o Y O W w N JO JO ~ ~ ^ N ~ ) l~0 aZ0 lJ0 ZQO Ot ¢I tD O VI Vf Y O JO ~O N Y N HO fi0 ^ O O O ' I ~ ~ ~ /1 V~ N J JO' ~ W N W h > W O 2 Nm y~p UI ~ .~ T ~ O n 3 3 ' v ~ i l'/ > m N O Q H ~ r~ ,yHv ' OJ> ti Or~ N N C I- V p OH> Z ~ LL rv a ' ~ i 41 W f-I W ~ ~ ~ ~ M U' r-I ri ~ I J O J Z ZO ZO 6 W O l~ - H . . LL. p ' 1-SM 1A J J V i-+ 0 3J LL 3^ ~ ~ ~z a ~v Hwn i ~ ~+~ a¢ a ~LL U ' VI V ~nZ K LL I J O 'T.J 3f# P C 4 q 6 N O F- 2' W H {- F- H ~ H = W W~ w~ w~ ~ ~ 3W v i W w l~ Q S I R' I UI VI IA VI N LL W~ W h Y M ' az~o o w r w ~o ~o ~o t-o Fo ~QM O J Q J fLN d'V 1'01 CQ1 lL01 ~ninm3 O t+ 3 t+ wrv wn W~ wn wn Z Z Z Z 3~ I~ O •~ V1 O m ao T m Zrn wtiz ~ • z z rirn Hrn ..m .~m Hm ¢ H a d w a ~ ~ H ti . -~ ti . -~ ti ' 3 x W w ti z Z w l7 H 00 00 V Q ~ t0 LL N V' U* Q On 0 01~ O O O WM ON LL O~ K Z LL 2 QO 2~0 ON Za On 2? Zv On O1~ SO K N Q W Y H• N~ M• H•IAN ~ N~n J W ~ FO fQ F-NW FNY{-N c' in 1- U Y i Z ~ Vf I- QO F-p QO FO Q.iU I-OZ Q.-IKQrI FOOHO ' w K Q O 6' w Vf'-I VI rl VI .i Q Uf ry 3 vl.i H S ao o W Q d ~ O `i ^ a W J ¢~ ¢ i Q w j3 O 3 30 F w x ~ F F F a H ~ V ~ = ~ ~ W ~ ' N Q {, j a j ~n a { - v~ ~n ~n v~ O\ > \ W \ w \ 3 \ Y\ 3 W .~I O i ~ i ~n ~ a' ~ z > > u1 ~ O Z Q Q Q Q Q W d M N M R' N VI N N 1A ' N W ¢ za r1 N M H M H H M w v~ °ni i z z " rv m e ~n z .+ w w w J H 2 2 Z O O O O O ~D V O '-IN M fi H Z Z Z Z 2 rl W Z J J J ~ ~ , ~ V l~ l~ 2 Z 2 2 Z 2 Z 2 w W W w W 131 L'~ O O ~ W W W W W J QO 00 Q Q Q J J J J J LL U V V V W W W W w ' = _ = ~ ' ' ' ' ' , ~ ' ' , ' ' ' 1 , , ' ' , ~ ~ a r~ m ~ t._ ~~ n 3\ ws •• a vi nc W ~n .v O L Ti~ Q .. n z a_I- * m u - a ~ a n W n ~ Cu E M N NG ~ P i H C i I i~ ON O~ Y ~ i re e rvu 3~ +~ O u Nu O~ -n ait+ LLu Nri N# VI I 4 I V1 Ni (C L J(M OI V1 # Q] ~ I Y rl . ZY \ ie O1 V 1 J C V~ ~ 4 ••ZO~b T ~ ZK a ow~ ~A = n YMN~Y W~ N IOOr+IQY S~ I 0 ~fl ~tl v~ n o ~ a~ O r I-L ~n Z Y {+ 4 n 3v En F- x O r- t a V + 3 O4 +i LL I 2 N h t I Z4 . ro ~ 1' # US W4 W e Y a# d a N a 3 u « a oa ~ C L~ L# w n V i ~+- * VI h ---- r~l ~ i L~ I V# o t~ w u a v an z K n nr On P H Y 7 W i rl H tl UI W C N = 4 ~ UI k C H N 4 ---- O J Q 4 • t C i n >.-- u ~n w w n rnw x L J Z C L. LL4 j H N p y'O S i~ LL J A C L i I~ O - # W V' M t~jrva - n i « M ri W C --- 1/1 W J C I 41M O Q LL k ~ ttl Q tl -~••LL O x Wa n NLC 6' p ~S LL4 NS1 V1 a h I NA V~ a' U a i n I Z W Q p i'\ p f- LL N Vf i ~'N3 ~ ~>LL a 1~~~ u~ a n a v K #- 1 4 vi ~ F a ~ a 3 rn 3 * VI a b , dLL u Y ..UIC v 4 id dwa a a wwa i a .~zza- E ~oLLNa i u ro m~zu ~ n Q~ NQW4 CI~ M ~ H)Z4 Nr * a u i Qx 3w x K0~4 K F.r G a ---- u ~ n # L i N Yi"~ tt • aH n v3i e ~ v n 3 + +~ c i U 1 # W # 4 C # I Nh Q . ~> 01 I M W W 8 W i ~~ VIH Z A C W tl H N H tu J k i U+ t0 q ---- ~-1 C 1 C tn tt C h ~n M O E n 4 Clh M Y + W 4 ~tl W i J e Y \P M 4 N Ju LL C +t 0 0 0 0 w w a a fl M .-I M N O - a - - a - ~ _ _ 0 0 0 0 0 0 O O O O O O I O i O I O i O O O O O O O O O O O O O I n I 1 . - I - - - i _ i O O O O O M O M O O O O O O O N • N • N Vi 1 I I I I 1 I O ~ O P 0 0 . . . t 0 . . 1 I I ^ I I 0 I 0 ~ i - i N O N O N N ~ . ~ . ~ •-I i rl i ri i i I ~ I n I I O ao O M O O o • o ~ o 0 m m I I I n~ M I O v+ ~ 1 O ~+ o ~o o ~c m N N N N O O O O M M M M .i 'i rl I r~ I dl I rl 01 I rl 41 I r{ I a ~o a ~c v o O O O o I ~ I I V I I ~ I I N I b ~ ~ W 1/~ N N 1 M 1 I M 1 I M I I 1~'1 1 n n n n n ~ ~ ~ .i .~ r1 .i i oi i -~_ - i ~- - i ~_ m o ~ ro o ~ ~ m O O O O ti ti ti ~ i i 1 o~ ~o i m i ~+ ~o ~n ~c m ao M m O m m rv m I 1 I O 1 O 1 ~ I Q N r-V V W 01 O1 N N I~ M 1~ I~ N ~ N a0 '-I a0 '1 01 W 01 01 . 01 ~ O~ U O~ N N N Z N r-1 e-i '-I Q '-I I I I K I Z O O O O O O i O tO t0 0~ C W < O N N R n ~ O < V fl] N J N O O O Q O .~ N .-i 3 .-i \ ~ ~ , , ~ ' ' II ' 1 ' 1 1 ' ~ 1 ~ ~ ~ , ' ' 0 I ~ ~ o ~ ~ ~ ~ ~ ~ o ~ ~ ~ ~ o ~ o 0 0 0 0~n p o ~ ~n o N Z M cv co ri v ~ ~ II - 11 II II 11 J Q m ~ ~ N ~ 0 0 O N ~' ~ ~u~ ^ ~ 1..1~ '/. \ ' . "f~~ / ~~j ~/ ti o J W r- v,. ~ ~ ~ ~ ~ Z J W p „~ ~ ~ Z c°n ^ ~ N ~ ~ ~. e' N `/ ~ ~ N ~ Z - ~ 0 M Z-d'8 ~-b ~~I~Ib'l ~ 00'00+06 'd1S ' ' ~ `d-3N Il 60 9Z+6 6 b'1S ~ ~ ~, as~,z~ n~i zz~ssz~ . I •~SI ......~~v ~ .. 0 0 o ~ O ~ L ~ L ~ ~ L ~ LL LL. ~ O O f0 O O ~ ~ O N tt') O N ti N ~ M ~ r- IIN II~ II~.{ II 11 ~ Q m U ~ c~ ~ 0 v- ~ o ~ ~ > I o ao 0 v~ ~ o I ~ o ~ o -~~ o / o 0 ~I ~ I ~ ~ ¢ ~ ~ w " ~~ Z ~ _ I Z e n ° ° ~ 0 ai . n° ~ /~ N/ _ ~ ~ N-~_ `~'~ ~ ~ i ' . _ m N a I O _` ~ ° ~' ~ o I y . ,_, `• Q a N V~ : as„8b'ANI Z 'L6Z6 : ~ ~ ~ 65'£Z+~ 6'`d1S ~ o o`~. ~ W ~ ~. a~ o ~ ~ N ~ ~ ~ ~j . N z (~