20070404 Erosion Control Rpt 09082008i?--lct\^ Ao=( .Sg"f*f e Z oo$
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CFIRISTENSEN CON{MERCIA.I CENTER
Drainage and Erosion Control Report
Proponent: Rick Christensen
P.O. Box 189
11915 Clear lakc Rt¡ad S.
Eaû¡nville, V/A 98328
(360) 832-362t
Prepared Lly: Flobert E. Tauscher, P.E.
Jerome W. Morrissette & Associatcs l¡tc., l'.!ì
1700 Cooper Point Road SW. #ll2
Olympia, \['A 9t1502
Phonc. (360) 352-9456
F'an. (360) 352-9990
Submitted: Augrst2004
Reviscd September 2004
,Àrrn^n e -ù)-lt"n.- tz-tg-Þ4-
II.
TABLE OF CONTENTS
DRAINAGE REPORT
Section I - ProjectDescriPtion
Section2 - Existing Conditions
Section 3 - tnfiltration Rate/Soils Report
Section 4 - Wells
Section5 -FuelTanks
Section 6 - Sub-basin DescriPtion
Section 7 - 100 Year Flood
Section I - Aesthetic Considerations
Scction 9 - Faciliqv Sizing and Downstream Analysis
Section 10 - Covenants, Dedications, and Easements
Section I I - A¡ticles of Incorporation
L]ROSION CONTROL REPORT
Section 1 - Sequence
Section 2 - Trapping Sediment
Section 3 - Permanent Erosion Control
Section 4 - Geotechnical RePort
Scction 5 - Inspection
Section 6 - Control of Pollutants Other than Scdiment
APPËNDIX
A.
B.
c.
D.
E.
t.
I
I
I
2
2.|
â)
3
J
5
5
6
6
7
7
7
7
III.
Soils Report
Calculations arrd Hydraulic Analysis
Commerci al S tormwater F'acil i!Ès Maintenance Agteement
Thurston Region Storrnwatcr Facilities Summary Form
Sitc Plan
Engineers Cìonstruction Inspection Report Form
Christensen
Þrainage and Erosion Control Repon
JWM&A # 03148
PROJECT ENGINEER'S CERTIFICATE
..I HEREBY CERTIFY THAT THIS PROJECT, CHRISTENSEN COMMERCIAL
CENTER, I'ELM, IWASHINGTON Iù{S BEEN PREPARED BY ME OR UNDER MY
SUPERVISION A¡{D MEETS MINIMTTM STANDARDS OF CITY OF YELM A}ID
NORMAL STANDARDS OF ENGINEERING PRACTICE. I UNDERSTAND THAT
THE ruRISDICTION DOES NOT AND WILL NOT ASSUME LIABILITY FOR THE
SUFFICIENCY, SUITABILITY, OR PERFORI\4ÄNCE OF DRAINAGE FACILITIES
DESIGNED BY ME.'
Robert E. Tauscher. P.E,
Jerome \ü. Morrissette & Associaies inc., P.S.
EXPIRES: 02.{í,
:1/slo /
Christensen
Drainage and Erosion Control Report
JWM&A # 03148
-(. l-/
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CHRISTENSEN COMMERCIAL CENTER
YELM, WASIIINGTON
DRAINAGE A¡ID EROSION CONTROL REPORT
PART I. DRAINAGE REPORT
This report has been plepared as part of the requirements for the Site Plan Review for the
,oii"rt'rit and in uråorã*r" witll ttre "stormwater Management Manual for the Puget
Soun¿ Basin, " lgg2 and the City of Yelm requirements'
Section I - Project DescriPÉion:
The existing proposed site consists of 6.08 Acres with ntrmerous building and
sports f,relaJ.'itre site lies on the southeast side of SR 507 in Yelin, V/ashington,
iå tne Northeast quarter (NE %) of the Nortirwest quarter (l{W %) of Section
rwenry nine (29),'Township seventeen (17) Norlh, Range tr¡vo (2) East' The
âssessors parcel number is 64303400501'
The site is relatively flat, Attachcd in Appendix F is a copy of the sub-basin
analysis dcveloPed for the site.
The ñrst phase of the project is to development parcel 3, The accÆss roadway will
be constructed as well as a new building and parking lot on paroel 3' The
stonnwater system will be collect from Lot 3, the intenial roaclway and the
frontage impro.rernents and convey to bio-filtration suale and eventually into an
infiltrãtion galleries lbr disposal. Roof runofffrom the new buildings on lot 3 will
be cliveÉed io a d.ywell. The design inf:ltration r¿te is .10 inches/hou¡ . p <; ra t2
Future development of the remaining tluee lots will require treatment and disposal
/' of stornwater on each individual lot. The proposed pond could be upsized to
accommodate the stormwater from the three lots after treatment'
The storrnwater system has been designed to the standards of the "Storm\r,'ater
Management Manual for the Puget Sound Basin," 1992. Tlre swales a¡e sized for
the 6-Montl/24 Hour Design Event and thc infiltration pond is sized for the 100
Yearl24 Hour Design Event.
Section 2 - Existing Conditions:
The proposed is vacant with a few old structures which will be torn down. The
site has a gentle slope towards the east with an elevation change from 350 feet at
the south western side at sR 507 to 340 along the east side.
Section 3 - Infiltration Rates/Soils Report:
Christensen
Drainage and Erosion Conirol Report
JV/M&A # 03148
Soils on the site are listed in the Soil Consenation Service's Soil Suwey of
Thurston County $/ashingon as Spano\ilay very gravelly sandy loam. 'llTical
soils are a dark grayish brown and gravelly sandy loam nçar the surface with dark
yellowish brown very gravelly sandy loam occuning within ¡ryo feet of surface
(See Soils Report and logs in Appendix A). The soil mapping frorn this soil
survey indicates that the predOminant soil group at this site is "B".
An evaluation ofthe surficial soils was conducted and a copy of the soils
information is located in Appendix A. The soils report confirms the soil survey
mapping. The soil logs typically indicate gravel and sandy gravel to l8-108'0. The
infiliration rate measured in a falling head test performed at 36 inches below the
existing surface is >30 inches per hor:r. A description of the falling head
infiltration test device used to perform the percolation test and infiltratìon tests
results are found in Attachment A.
Field percolation tests perfonned yielded a percolatiou rate range between three
holes of 30 in/h¡ to 60 in/hr. Incorporating a factor of safety greater than 3, the
estinrated percolation rate used for design is I 0 inches per hour.
A preliminary soils report for the site complcted for the ouner, by John Knowles
is attached for reference.
Section 4 - Wells and Septic Systems:
All existing v'vells on the onsite u,ell will be decomaissioned per Washirlgton
State Department of Hcalth standards. A sea¡ch was conducted to identify all
existing groundwater wells in the vicinity of the proposed project. The nearest
well is 200 feer southeast of the site at the Arco Gas Station at the comer of Bald
Hius Road and SR 507. The proposed building will connect to the City of Yelm
*'ater system. no wells rvill be dritled for this development.
The proposal will oonncct to the City of Yelm STEP sewer systsm. The City has
detcrmined the STEP system to be adequate for the proposed site.
Section5-FuelTanks:
Based on information from the current properly ollnerr nurnerous site inspections.
and the expressed intentions of the owner, it is evident that therc are no known
fuel tanks existing on the propelty. No fuel tanks will be brought onto the propefi-v
during development.
Section 6 - Sub-basin Description:
Christensen
Drainage and Erosion Connol Report
JWM&A # 03t48
The improved portìon ofthe site has been divided into three sub-basin tributary to
the biofiltration swale and the infiltration pond.
A sub-basin analysis was conducted for this project and can be locatcd in
Appendix E of thi.s plan.
Section 7 - 100 Year Flood:
The project does abut Yelm Creek and is proposed to be con"structed outside the
flood zone- A Shorelines Permit was approved by the City of Yelm.
Section I - Àesthetic Considerations:
All disturbed areas r¡i,ill be vegetated or landscaped. The stormwater facilities
consist of a catcb basins ard conveyancc piping to collect runoff and convey to
the pond. The parking lot section rneets the city of Yelm st¿ndards.
Consequently, the overall aesthetic affect of the stormwater facilities on this site
will be consistent with other facilities within thc vicinit-v'and should not detract
from surrourding areas.
Section 9 - Facitify Sizing and Downstre¿m AnalS'sis:
The irnpacts of the proposed development orr stormn'ater runoff have been
anal¡zed in accordance with the procedure describcd in the "Storrnwater
Management Manual for the Puget Sound l3asin," 1992. All stormwater
conveyance and detention systems werc designed for the 100 Year 124 Hour
Design Ëvent as outlined in the above listed Mærual. The hydraulic analysis for
the on-site stormwater facilities can be found in Appendix B.
The evaluation performed ir¡cludes the pond storage and HYDRA analyses
fiYDRA Version 5.85. July 1994). Copies of the HYDRA Input and Output files
and table sumrnarizing the site a¡ea and pond volume characteristics arc included
in Appen<lix B.
POST DEVELOI'MENT SITE CHARACTERISTICS
Total Site Area
Pass-Through Drainage Area
Parcel I
Area Tributåry to Facility Including Offsite (Acres):
Total Onsite Area Tributary to Facility (Acres):
Design lmpervious Area Tiibutary to Facilitv (Acres):
6.08 Acres0.0 Acres
0.86 Acres r- s'i É L
0.86 Acres
0.50 Acres
Chris¡ensen
flnainage and Erosion Connol Rcport
JWM&A # 03148
Design Landscaped Area Tributary to Facility (Acres): 0'37
Desiln Total Tributary Area to Facìlity (Acres): 0'86
Parcel 2
Total Area of Parcel:
Area Tributary to Facility Including Ofßite (Acres):
Total Onsite AreaTributary to Facility (Acres):
Stormwater Pond Area Tributary to Facility
Design lmpervious Area Tributary to Facility (Acres):
Design Landscaped Area Tributary to Facility (Acres):
Undesturbed Arca Tributary to Faciliry (Acres):
Design Total Tributary Area to Facility (Acres):
Parcel 3
'fotal A¡ea of Parcel:
Total Area Tributar¡,to Facility Including offsite (Acres):
Total Onsite Area Tributary to Facility (Acres):
DesignlmperviousAreaTributarytoFacility(Acres):
Design l,andscaped Area Tributary to Facility (Acres):
Open Space Area (Acres):
Dàsign Totat liibutary Area to Faciliqv (;\cres):
Parccl 4
Tot¿l Area Tributaqv to Facility Including offsite (Acres):
Total Onsite Area Tributary to Facility (Acres):
Design Impen'ious Arca Tributary to Facility (Acres):
DcsignLandscapedAieaTributar¡,toFacilit.v(Acres):
Design Total 'lributary Area to Facilit'v (Acres):
Roadway
Toral Area Tributary to Facility Including ofßite (Acres):
'l'otal Onsite Area Tributary to Facility (Acres):
DesignlmperviousAreaTributarytoFacility(Acres):
DcsignLandscapedArea'IributarytoFacility(Acres):
Design Total Tributary Area to Facility (Acres):
1.95
1.9s
1.95
0.39
0.63
0.93
0.39
l.s6
2. r0
1.31
1.31
0.84
l.3l
tJ.79
t.31
0.74
0.74
0,49
0.2s
0.74
0.40
0.40
0.34
0.10
0.40
Acres
Acres
Acres -jrt-r-n-c
Acres
Acres
Acres
Acres
Acres
Acres
Acres
Àcrgs Tr2'r-t\-L
Açres
Acres
Acres
Acres
,A.cres
Acres
Acres 'r> î-'1'L
Acres
Acrcs
Acres
Acres
Acres 'rûcA'(
Acres
Acres
Acres
Acres
SCS Data llydrologic Soil Group *B'r
Cr¡rve Numbers
ImPen'ious Areas 98
Pervious Areas 90
Undeveloped Lots - MeadodPash¡re 78
SYSTEM MINIMU M REQUIREMENTS
Ch¡istensen
Drainage and Erosion Control Repon
JWM&A # 0314E
24//rv
.çt /
on site nþbr"'"
Total Area (Acres): ;
Required Pond Volume Per¡fDnn
Infilnation Rate with 9,i67'sîPond Bottom/
6.08 Acres
10,294 CF
2.15 CFS ø
System Performance
Within the subject site, stormwater from parking lots and playgfound will be 4
routed to u tr.ãt*ent device oÍ across an adjacent bio-fitter swales and ínto ' ,
infiltration galleries. Runofffrom the new building and thc gym roofs will be
dirçcted to drywelts adìacent to the buildiúgs'
The onsite HYDRA analyses perforrned for the 24 hour - 100 Year Event' the
peak flow into the stormwater pond will be 4.63 CFS. The maximum storage
volumc expected in the pond pcr HYDRA 10,294 CF. The design infiltration rate
is 2.15 CFS with the po¡d bottom ot 9,267 SF'and I1,559 CF of storage voltu:re
provided in thc Pond.
Downstream Analysis
There are no dotnstream impacts due to all stormwater being detained and
infiltrated on site.
Section 10 - Covenants, Dedications, Easements:
Operation and rnaintenanc€ of the storrn\üater galleries, catch basins, and piping
will be the resporsibiliry of the property owner. The facilities will require routine
maintenance and a draft Commercial/lrrdust¡ial storm',\'ater facilities maintenance
agreement prepared for this proposal is locatcd in Appendix D.
Section t I - Articles of Incorporation:
The parcel is privately owned, Articles of incoçoration a¡e not required for the
proposal.
Ckistensen
Drainage and F,rosion Control Report
JfiYlM&A # 03148
PART II. EROSION CONTROL REPORT
Section I - Sequence:
The foltowing is the construction sequence for construction of the parking lots and
ponds.
Install silt fences where shown on the improvement plans.
Rough gade parking lot areas.
Install stormwater pond and structures.
Finish grade, topsoil, fertiliz,e,and seed disturbed areas'
Mulchîandscaped areas if constmction is performed bstween October 15
and April 15.
Onee åistr¡¡bed surfaces have cleveloped suitablc groundcover' remove
perimeter silt fences'
Section 2 - TraPPing Sediment:
The proposed grading of the site. as u'ell as the construction of the itenrs listed
below, will miigate ãgainst any major diversion of storrnwater runoffby
maintaining natural drainage patterns. The structural components of the erosion
control plan will work in cómbination with temporar)' and permanenl-soil
stabiliz¿tion efforts to minimize the amount of sedinent-laden runoff entering
adjacentpropertiesandtheexistingon-sitewetlands.
Measurcs Taken to C'ontrol Sediment:
Filter Fabric Silt Fences located down'slope of all earthwork that
may pose a potential of releasing sediment-laden water to the on-
site ¡nfittration porrd and the 100 year flood plain'
Permanent sediment trapping will be accomplished in the wet pond, where
vegetatiorr *à pon¿ ronàg*ution will cause soil particlcs to drop out of solution
as thc stormwater passes through the area'
All entrances afe paved and site is su¡rouncled by paved city streets' If a
substantiat "*o*t of soil is being deposited on adjacent streets'llre to truck
traffic, the road will immediately-be cleaned of all debris and firrther preventative
measures will be taken to ensruð the problem ceases, such as establishing a tire
wash dor¡rn area.
All of thc above features of the Erosion and Sedimentation Control Plan, if
installed *ã p.r¡o¿ically maintaincd, are expected to minimize the potential for
Christeuscn
Drainage ar¡d Erosion Connol Report
JWM&A # 03148
1.
2.
4.
5.
6.
7.
sediment-laden runoff escaping the site and entering the downstrearn environment
during and after the constnrction of the project'
Section 3 - Perm¡nent Erosion Control:
Thefollowingmeasureswillbetakenforsoilstabilizationtonrinimizethe
amount of seãiment-laden runoffentering adjacent properties and the existing on-
site wetlands'
Stabilization of cut and fill areas with hydro seeding and, if
necessary, chopped hay mulching (orjute matting)'
Permanent erosion control on this site n'ill be accomplished through the
developmentoflandscapingorgrassgrourrdcoveronallunpaveddisturbedareas.
Section 4 - Geotechnical RePort:
There are no other incipiently unstable stormwater rclated conditions witlún the
project sit., t "n"e;
no åth., additional soil in'estigations or analyses are planned'
Section 5'InsPection:
The construction of stormwater faciiities on the subject site rvill be monitored by
the Owner and the Owner's representative in u."orã*t" r¡'ith the requirements of
ihe l)rainage Manual'
'lhe followiag is the recoÛlmended inspection sequence for the construction of
stormwatç facilities dcscribed above:
l. At comPletion of rougþ grading'
z. ¿t "".pi.tion of pav-ing] fine fading, fertilizing seeding' and mulching'
3. At comPletion of the Pond'
section 6 - Control of Potlutants other Than $ediments:
As the subject site development will consist of commercial use, it will most likely
not involve the storage or use of non-sediment potlutants on this site. Temporary
pollutant sources, ,rróh u. cement truck wash-dou'n t{aste, fuel spillage during
equipment refueling, and constnrction waste materials may develop for short
periods d;"; th" ãánt *ction of the parking lots and stormrvater facilities'
Care will be taken to minimize the adverse impacts of these conditions. Activities
such as concrete truck wash-down and equipment rsfueling will be ca¡ried out in
the vicinity of construction, at least 25 feàt frovn the stormç'ater facilities'
Ch¡istensen
Drainage and Ërosion Contro! Report
JWM&A fr 03148
Construction matcrial stockpile areas should be limited to the immediate vicinity
of the dwellings being constructed. Bulk petrochemicalstorage, in the form of
gasoline, fuel, oil, tuliricants, and other such haz¡¡dous fluids will not be
perrnitted on this site.
Christensen
Drainage and Erosion Control Report
JWM&,A rr 03r48
APPENDIX A
Soils Report
APPENDIXB
Calculations and Hydraulic Analysis
CHRISTENSEN DRAINAGE DESIGN CALCUI.ATIONS
Exi¡ünq anC, Plono¡ed Gondjtio0g
Pre - Dewloped 6.08 Acres
School Site
Table D.2 - Commercial - 857o impervious
SCS Mapping Soil Typo Spanoway Grawty Sandy Loam 0-3 o/o Slopos, Type B
Curve Number forType B Soil- 34 " 5.45 ínchee of runoff
Post - tÞveloped
Table 0.2 - Commercial - 85% impervíous
Curve Number for Type B Soil - 94 - 5.45 inches of runoff
Curve Number for lmpervious - 98 - 5.91 ln of Runoff
Lots 1, 2 &4 = 154,817 sf = 3.55 Ac, lefl undisluùed
Parcel3 - 91,673 sf
Proposed Landscape =
Pmposod 23,963 SF Parking Lot =
Proposed 10,998 SF Building =
Proposed 1489 SF Sidowalk =
Undeslurbed Opon Space Area =
Pare*,l2 - 85,082 sf
Proposed Þndscape =
Proposed Parking Lot =
Proposed Building =
Proposed Sideu¡alk =
Undestu¡bed Area =
Parcel 1 - 37,520sf
Proposed Landscape =
Proposed Parking Lot =
Ptopoeed Building =
ProPosed Sidewalk =
Parcel4-32,215sf
Proposed Landscape =
Proposed Parking Lot =
Proposêd Euilding =
Proposed Sidewalk =
lnlernal Roadway - 18,407 sf Area
Proposed Landscape 3,762 SF *
Pfoposed 11,145 SFpavemenl =
Proposed 3,500 SF Sidewatk =
0.39 Acres Qr';l\;'r
99ôåçRs
Q,37 Acreg {2i-ì¿ ,-
lT.zffiËtã110.19 Acres I
lo.oz n"r"" ,/'--isEãË- i',-,(
0,74 Acres
, 0.2S Acres ? ç" t'
10.28 Acresr
lo.rg ¡"r""1
Io.oe e.r"r/-*f.ffiîr,.(
0.44 Acres
0.09 Acres P ú2 Ú
þã n**l
lo.oe ncrcsl---oñ-rrg;1r-" p.
Tolal lmperv¡ous
Parcel Percent lmpervious
Tolal lmpervious
Parcel Percent lmpervious
Tolal lmpervious
Parcel Pe¡cent lmpervious
Total lmpervious
Pa¡oel Percent lmpervious
Total lmpervious
Parcel Porcenl lmpervious
^ç, IxLI a-/vt¿
/--<q',6?3__SÞ
20,ô48 SF
23,963 SF
10,998 SF
1,489 SF
36,450 SF
34,575 SF40 ø/ø
/-..-.----ß5.A82 SF.ìlü?1, sF
17,618 SF
9,000 sF
832 SF
27,450 SF
16,920 SF
32 lo
/"--.---qI¿2!_sÊ
1s,905 SF
12,300 SF
8,400 sF
915 SF
21,615 SFs8%
-/---..----.--{z¿ts sF)\H10,810 SF
12,000 sF
8,400 sF
999 SF
21,399 SF66 0À
z_-'-----(18,407 SF:-ã62 --sÉ
r1,145 SF
3,500 sF
14,ô45 SF
80 o/o
0.84Acres)-,p.-.1 \O.79 Actes.pøtøoíQr^
CHRISTENSEN DRAINÀGE DESIGN CALCUI.ATIO}¡S
Totaf Site Arça
Total Devoloped Aea
Total pond Area
Total Und¡sturbedA¡ea
Total Landscapod Aree
Total lmpervious
ïoùål Site Psrcont lmpervious
6.06 Acres ¡/2ø4,857
213,&2
9,267
51,495
143,338
121,559
¿16
SF
SF
SF
SF
SF
SF
o/o
= 0.15 Ac¡eg
= 0.02 Acres
= 0.10 Acres
= 0.03 Ac¡ss
= 0.12 Acres
8,451 SF
1,011 SF
4,306 SF1,tu sFTolallmpervious 5,440 SF
PErcel Porcent lmpervious U o/o
oH snF-Nn LTRAnON Poltp. çgtNcOn Site Area
oñ site Area 264,897 sF =
on síte rrnperuious 6'451 sF =
Otr Sile rmþerv¡ous 121'559 $F -
s¡CI percaÅt rmpJi¡ou" 5.440 sF=
Desisn rrnor"iæÀiåu o6 %
unoeltuoec opLn space erea 144'39 sF =
,?1,3i3 3F =Per HyDRA the runoff volu me 24 hrll Oùyr Sto¡m Event =per HyoRA the incorning ¡unoff rate 2ahil1ÌOy Storm Èvãnr =
Totaf volume provided =
Bottom area =us¡ng 10 in/hr infirrration ¡are, over a 9,267 af Bottom, rnfirtration Rate =
Fronlage lmprorcrnents- ô,4S1 sf Area
Proposed Landscape =
Propoeed 4,306 SF Pavement c
Propoeed 1,134 SF Sidewalk =
swArEf2 stztNc FoR PARCF_LI
swALEf .l StZtt{c.FpR PARCEI-.3
l0_O-ye¡r Event
Bdto,"ïü:ll 'åu äPer HYDRA the depth of flow = 6.gg
Per HYDRA the runofr velocity: 0.57 f/s
Side Sfopes 3:1
Residence Time 5.33 min
Mannings n 0.20
Swale 0epth provided = Z2.g in
l00..Ye¡r EvcntLonglh 200 ftBortomwidh S ftPer HYDRA the depth of ftow = 2.SS iÀ
Per HYDRA the runofr velocity = 0 49 f/s
Side Slopes 3:!l
Residence Tme 3.3g min
Mannlnga n 0.20
Swale Depth pmvidod = lg in
l00.Yea¡ EventLength 20O ft
Botrom Width S ftPer HYÞRAthe depth of flow* 4.Tg inPerHYDRAthe runoffvetocity = 0.66 f/s
Side Slopes 3:1
Resldencs Tlme 2,53 min
Mannings n O.2O
Swale Depth provided = 1g ln
6.08 Ac¡es ./
0.15 Acres.-
2.79 Acres-
0.12 Acres ¿/
3.31 Acres --
2.1'l AcreE
5.05 Acres..-
10295 ú .-
4.63 cfs -/
11559 cf >10,285 cf OK
9267 sf
2.15 cfs
6:f59nüì Event
159 fr8fr2.92 in
0.38 f/s
3:1
9.00 rnin
0.20
22.8 in
6.llonür Ewnt
100 n5ft1.12 in
0.28 fls
3:1
5.46 min
0.201E in
f.iiionth Event
100 ft5ft
1.86 in
0.38 f/s
3:1
4.03 min
0.2018 in
CHRISÎENSEN DEVEOI,PMÉNT
SÎORMWAÎER DESIGN -- 1OO YEAR 24-HOUR
EVENT FOR STOTìAGE S.TZING
6. 15
C: \HYE\14. INC
PARKINC ¡,OT STORM¡VAÎER
REM c : \HYDR.A\CMD\CHRISTEN. CMD
RÊM ÎHTS FILE CREATES STORMVüATER RUNOEF FTOWS GENERÂTED
REM DURTNG THE 1.OO YEÀR 24 HOUR EVENÎ FOR STORAGE FOR THEREM CHRISTENSEN DEVELOPMENT STORMW¡\TER IMPROVEME:NT.
REM THE METHODOITOGY rs coNsrsTANT wrTH THE lggz sToRMwATERREM MANUÀL FOR THE PUGET SOUND BASIN
RËJM THE DESIGN PTPE 15 A 12 INCH PVC PIPE I{ITH
REM A I.4ANNTNGS n OF O. OO9 (cIvIL ENGTNEERING REFERNECE,REM SEVENTH EDTTION, LINDBURG), MINTMUM COVER OF 2 FEEI,RE[,¡ MINIMUM DEPTH OF 2 FEËT, MINIMUM VELOCIÎY OF O. 01REM FTISEC, !{INTMUI,I SLOPE OF O.OO1 AND d/D OF 0.9.
DPD 0.009, 4, 2, 2, 0.01. O.00L, 0.g
cHD 6, 0.3,0.20, 3, 5, 3, 1, a,0, 0,0
PARCEL 4' FRONTAGE ÀND ONSITE ROADÛ{AY ARE DISRËCîED TO TTIE SWALE1, PARCELS1. E Z ARE DISRECTED TO THE SI{.ALE2.
BUILDING ROOF RUNOFF WTLL BE COLTECTED AND CONVEYED TO TNDIVIDUALÎNFILTIìATION GALLERIES FOR D]SPOSAI,
REM PARCEL 3 IS SEPARÂTED INTO 3 SUBBASINS
NBT^T PÀRCNL 3 SUBBASIN Ascs 0,59, 0.40, gg, g0, 2O,0.02, BgJNI. 99
DPr 53. 343.50, 341.7O
HOL PARCEL3A
NEÍT PARCEL 3 SUBBASTN Bscs 0.37, 0.40, gg, 90, 20, 0.02, 75
REC PARCEL3A
INL 99
DPI 54, 341.60, 342.0O
IIOL PARCEL3B
NETÍ PARCEI, 3 SI]BEASIN Cscs 0.29,0.40,99, go,2o,0.02, iL0REC PARCEI,3B
rN¡, 99
DPT.72t 342.00, 341.00
HOL PARCEL3C
REM TfIË FRON'TAGE ¿MPROV!:MENTS STORMWAI'ER IS COLLECTED IN A CATCH BASTN ATREM TI{E Nw coRNER oF THE NEw ROADhIAY rNTERsEcTroN !{rrH sR so7. THE sToRMwATERREM THEN IS PÍPED 'TO THE CATCH BASIN ÄT THE SOUTH¡¡EST CORNER OF THE NEhTREM ROADWAY. THE CATCI{ BASIN ATSO COILECTS THE SOUTH AND 9üEST SÏDE OF THE NEWREM ROAD¡¡AY STORM!{AÎER. THE SOUTHIIEST CATCH BASIN DISCHARGES TO THEREM NORTHEJAST CATCII BASTN TTHICH COLLECTS TI.IE EAST AND NORTII SIDE OFREM THE NF:W ROÀDWAY SîORMWÀTER. ΡTE NORT}IEAST CAÎCH BASIN DISCHARGES
JOB
REM
RE;M
TOT
FfL
NEW
REM
REM
REM
REM
REM INTO lHE SI{ALE BETÍ{EEN PARCELS 2 AND 3 AND INTO THE PONÞ.
NEVI FRONTAGE IMPROVEMENTS
scs 0.15, 0.84, 98, 90. 20, o.02t 21O
TNL 99
DPr 193,344.50,343.90
HOT, FRONÎAGE
NEVÍ LOT 4
scs 0.74, 0.66, 98, 78, 20, 0.O24, 25L
INL 99
cHA 251. 351, 346, 35L, 346
HOL LO14
NEW SOUTH AND !ÍEST ROAD!'¡AY
scs 0.22, 0.80, 98, 90, 20, 0.009, 156
REC FRONTAGE
REC LOT4
INL 99
DPr 20, 343.90, 34L.00
HOL SÚTROADWAY
NE9¡ NORTH AND EAST ROADWAYscs 0.22, 0.90, gg, 90, 20, 0.009, 156
REC SWROADWAY
INL 99
DPr 70, 343.76, 341.50
HOL NEROAD9ÙAY
NEW tOT 1
scs 0.86, 0.59, gg, 19, 20, 0.007, 426INL 99
cllL 426, 341, 34A, 347, 34C
HOL LOT].
NBV{ LOT 2scs 1.95, 0.59, gg, 79, 2o, 0.024, 25IINL 99
cHA 251., 351, 346t 351, 346
HOL LOT2
REM S!{AI,E 1 IREATS THE SToRT{WATER FRoM THE FRoNTAGE, RoÀD!ì¡AY ¡iND PARCEL 3
REM FRONTAGE ROADWAY WHICH DISCHARGE TNTO AND FLOhI BEÎWEEN PARCELS 2 AND 3
REM AND INÎO THE INFILTR.A,TION POND. SiìIAIE 2 ÎRÉATS THE STORMWATER FROM THE
PARCEL l WHTCH OTSCHARGES INTO A CB. SIVALE 3 TREÀTS THE S1'ORMTI¡AIER FROM THE
PARCEL 2 V{TIICR DTSCHARGE INTO A CB AND TS COMBÎNED WITH FLOW FROM SIIALE zANI)
FLOÚì, NORTH OR PARCEL 2 INTO
NE['I SI¡IALE I
REC PARCEL3C
REC NEROADWAYINt 99
cHA 100, 346, 344.5, 343.L3, 341.l3HOt SürALEL
NEÍü SWALE 2
REC LOT1
INt 99
cllA 1CIO, 344,342, 344.5,34L
HOL SWATEz
NEW SWA-LE 3
REC LOT2
TN], 99
cHA 100, 346,344.5,344.5, 341
HOL SWALE3
NEW INFILTRATION POND
REC SWALEl
REC SWALE2
REC SWALE3
RED (O/?..).s/11559/2. 15
RES 343, 34I, 343, ovER
ENI)
C: \HYDRA\CMD\j.w.morrissette & associates
-Ê a¡ =====:===:===æ==:=:====;: 1r
C : \HYDRA\CMD\C¡{RISTEN . CMD
ttYDRJ\ Version 5.85Page 1
*** PARCEL
Link Long
*** PARCFL
Link Long
,r** PARCEtr
L.ink Long
53
CHRISTENSEN DEVEOLPI4ENT
3 SUBBASTN A
.Slope Invert San Sto edesDiam Up/On Inf Mis VeI
d/D
0.0389 341.14 0.0 0.5 0.544 339.07 0.0 0.0 6.L7
0.89
Depth GrUpUplDn HGLUpCover DiffUp
2.OO 343.502.36 347,462.63 -3 . 96
1.L:45
Pi.pe Design
GrDn SrCh/DIt
HGLDn Est imat,eclDiffDn Cost
341.70 ***/***
344.55 0
-2.8s
r.¡=======
3-Sep- 1 04
cFs
Laterâl length= 53 Upstream length=
3 SUBBASIN B
Slope InvertDiarn Up/Dn
0.0026 338.88I 338.74
Sto Qdes DepLhMis VeI Up/Dnd/D Cover
0.9 0-88 2,000.0 2.53 2.720.89 3.26
s3
Pipe llesign
GrDn SrCh/Dlt
HGLOn Estimated
Di ffDn Cost
342.OO ** * /***344.21 0
-t )t
54
San
Tn l'
0.0
0.0
GrUp
HGLUp
DiffUp
341.60
344.55
-2.95
LateraL length=
3 SUtsBÀSIN C
SJ.ope InvertDiam Uplon
0.0064 338.74I 338 .28
Upstream length=
Sto Qdes DepthMis VeI Up/Dnd/D Cover
L.2 1.1.5 2.000.0 3.30 3,260.77 2.12
107
Pipe Des i gn
GrDn SrCh/DItflGLDn EstimateqlDiffDn Cost
341..00 ***//***
343.70 0
-2.70
54
San
Inf GrUp
HGLUp
Di.l'fup
342.00
344.21
-2.27
72 0.0
0.0
Latera I .l.ength= 12
*** FRONTAGE TMPROVEMEN?S
L,i.nk Long Slope f nvert .sanDia¡n Up/ltn Inf
Upslream length=1_7 9
Pi pe Design
GrDn SrCh/Dlt
HGi,Dn Estimated
DiffDn Cost
343.80 *** /***349.48 0
-5.68
4 r93 0.0036 342,14 0.0 0.1. 0.154 34L.44 0.0 0.0 L.61
0. 80
Sto QdesMis Vel-
d/D
Depuh GrUp
Up/Dn HGtUpCover DiffUp
2.00 344.502.36 3s0. 082.36 -5. s8
LateraL length=t93 Upstream length=L93
C: \HYDRÀ\CMD\j.w,morrissette & associates
CHRTSTENSEN DEVEOLPMENÎ
-0 . 5 7 .'17 3. 000 0. 00-0.5 0.46 s.00 0.003.000 Froude
HYDR.A Version 5.85
Page 3
11¡ 45 3-Sep-104
cFs
1.60 1.60 00,00 0.54
Number = 0. 16
==É*EF*-È=-==:-:=:=:=:==-EÉ -====::===:-= - i4==:===:=====ãE=ãE====-=:=====Ë- -t¡ EË
C : \HYDRA\CMD\CHRISTËN. CMD
9 25L 351.00 351.46
0 . 0199 34 6. 00 346, 46
Lateraf length= 251 UpsLream length-25i
*** swALE I
Long
Link Slope
10 100
0.0200
fnvert Su¡f FreBrdUplDn Up/Dn UplDn
343.13 343.70 2.3341.13 341.70 2.8
Width ShapeDepth L/C/R
8. 4 3 3.0000.5'/ s.00
3.000
Channel
Sto Flow Estimat,edMis Vel Cosc
2.35 2.3s 00.00 0.6r
Nurnber = 0.16
SanInf
0.00
0. 00
Froude
*** s[ltlALE 2
LongLink Slope
t l l-00
0. 0350
Invert Surf FreBrdUplDn Up/Dn Up/Dn
344 . 50 344 .7 4 -O ,l
341 . 00 341, ,24 0. I
r,¡idth ShapeDepth L/C/R
6.44 3.000o.24 5.00
3. 000
8r_3
Channel
Sto Flow EstimateciMis VeI Cost
0. 6? 0,6? 0
0.00 0.49
Number = 0.19
Lateral length= 100 Upstream length=
SanInf
0. 00
0.00
Ê'roude
+** cWAI,E 3
Long
Link Slope
t2 r00
0. 0350
Invert Surf F¡:eBrd
UplDn Up/Dn Up/On
344.50 344.8 I L.L341.00 341.39 3.1
Þùictt.h ShapeDepth LIC/R
't .36 3. 000c.39 5.00
3. 000
526
Channel
Sto FLow EstimatedMis Vel Cost
l_.60 1.60 00.00 0.66
Number: : O.20
Lateral length= 100 Upstream length:
SanInf
0.00
0. 00
Froude
Lateral. length:1.00 Upstream length=35L
Lateral J.ength= 0
*** TNFTLTRAÎION POND
Link
L4
Cost Invert MaximunExfil Up/Dn/Ovr San
0 343.00 Incoming: 0.000 341.00 Discharge: 0.00343.00 Overflow I 0.00Stored : 0
Upstream .l ength-
Reservoir
Flow Values ----lnf Sto Mis Design
0.00 4.63 0.00 4.630.00 2.L5 0.00 2.r50.00 0.00 0.00 0.000 10294 0 i0294
C: \HYDRA\CMD\j.w.rnorrissette & associates
HYDRA Version 5.85page 4
C : \ HYDRA\CMD \CHRI STEN. CMI)11:45 3-Sep-1.04
CFS
CI{RÏSTENSEN DEVEOLPMENT
0 Upstream length= 1690Lateral. length=
C: \HYDRA\CMD\j.w,morrissette & associates
HYDRA version 5,85Page I
=:4==-_--:-=========:=-=á =å==+5ä=g=5€5==-==:=:=::::==:=::--===-Ê===!ÈÊEéÈ==:=E
C : \HYDRA\CMD\CHRISTEN. cMD
Stâtus of DEFAULTS at start of run.
1L:45 3-Sep-104
Command fife : C:\HYDRA\CMD\CHRISTEN.CMD
Input units are read as :
f.{arnings are turned :
output sent to display :
Output sent to Printer :
Output, sent to file :
Paper width in inches :
String to reset prínter :
String to sêt printer to compressecl !
String Lo sêt printer to B lines/inch :
Name of printer :
Print, heading at top of page :
Number of steps in hYdrograPh :
Step length in minutes :
Significant flow in hydrograPh :
Infiltration Di-urnaLizabion Facto¡: :
Maximum plot ualue :
Type of hydrographic Plot :
Sanitary flow by i
Delay to start of actual. etorm :
Rational. MeEhod cornputations :
SCS computatj.ons :
Continuous simulation computations :
Maximum d/D for pipe design/anaLysis :
Match poínt position on pipe :
Number of allowable dlam drops :
Mimimum drop thru manhole :
Manning's n :
Routing technj.que :
Calculate sanitary fl-orvs :
CaÌcul.at,e inf i. ltratiorr f lows :
Calcu.Late nisc flows :
USA
OFF
Detailedoff
verbose
8.000
2'Ì 5t 36 18
17 L5I 27 s1. 27
Epson, FX series
Ot¡
t66
60
0.010
0.980
Se.lected by HYDRA
Compact
DiurnaI Curve
0.00
OFF
Santà Barbara
ON
0.9000.00 or Invert
999
0.000
Variable
Quick
ON
ON
ON
Listing of acceptable diameters (Changed by the PCO com¡nand):4 6 I 10 12 t5 18 ?r 2.4 27 3033 36 39 42 45 48 s4 60 66 12 7884 90 96 L02 L08 114 1,20 L32+--------
].: JOB CHR]STENSEN DEVEOLPMENÎ2: REM S?OR!4ÛIATER DESIGN -- lOO YEAR 24-HOUR3: REM EVENT FOR STORAGE SIZING
4:5: TOT 6. 15 ,,- " '
Total rainfalL : ( 6.15 Inches\-..--'
C: \HYDRA\CMD\j.w.morrissette & associates HYDRA Ve.rsion S.g5page 2
11:45 3-Sep-J.04
:-É-'a ========::-==-GÉ48*-=:=:==:=Ên:€5===::=:=::=::==*É-Ð==:===:====:===_-ir=:===
C : \HYDRA\CMD\CHRISTEN. CMD
CHRISîENSEN DEVEOLPMENT6: FIt C:\HYE\LA.INc
-.----START OF SUB-I'ILE-l:
2: HYE 10 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.00d 0.004 o.005 I'
30.005 0.00s 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0.006 0.007 +4;
q,.
6:
B:
9:
10:
11;
t2:
13:
0.001 0.00? 0.007 0.007 0.007 0.0082 0.0082 0.0082 0.0082 0.0082 0,0082 0.0095 +
0.009s 0.0095 0.009s 0.009s 0.0095 0.0134 0.0134 0.0134 0.01800.0180 0.034 0.054 +
0,021 0.018 0.0134 0.01.34 0.0134 0.0088 0.0088 0.0088 0.0088 0.0088 0.0088 0.0098 +
0.0088 0.0088 0.0088 0.0088 0.0088 0.0072 0.0072 0.0a72 0.00?24.00't2 0. 00?2 0. 0072 +
0-00-t2 0.00't2 0.00'12 0.00't2 0.0072 0.00s7 0.0057 0.0057 0.00s7
0 . 0057 0. 0057 0 . 005'i +
0.00s7 0.00s7 0.00s7 0.0057 0.0057 0.0050 0.0050 0.0050 0.00s00.0050 0.0050 0.0050 +
0.0050 0.0050 0.0050 0.0050 0.0050 0.0040 0.0040 0.0040 0.00400.0040 0.0040 0.0040 +
0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 o.oo40 0.0040 0.00400.0040 c.0040 0.0040 I
0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.00400.0040 0.0040 0.0040 +
0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0,0040 0.0040 0.00400.0040 0 . 004 0 0 .0040 .r 0.0040Srep t.tme :Total in originaI hyetograph :
0. 00 0. s0 1.00 l-50 2. 00Inlnr l---------+---------+--------- r.---------+
0. 1.5 l=----
0. 16 | ===0.20 l:===
O .23 l.+rs:r==0.2''l l===:=
0. 32 | r:e*=e:
0.40 f===:===:i. 01 l:====:=::l :==:==:==-
0,41 l=:=:-.-==:=:=:rrl I0.32 f .':;+.=:-
0.31 | ===-==0.27 l-*===0.25 l=====4.27 l:===
0. 20 | ==:=0.18 | ===:0.17 l =-=
0. i5 | =::0.15 lo',-
10.00 Minutes
0. L? InchesAcljusting hyetograph f.rom 10.00 rninutes to 60.OQ--ni*.UtesTotal volume rain in procluction hyetograph r (6.15 Ïnches
Maximum inÈensity : ï-O'l fnches/Hrhyetograph in INCIIES,/HOUR:Working
T Lme
60
L2A
180
240
300
360
420
480
540
600
660
720
780
840
900
960
r 020
1080
114 0
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
C: \HYDRI\\CMD\j.w.morrissette & associates
HYDRÀ Version 5.85
=:====6==
Page 3
8==:::==-==
C¡ \HYDRA\CMD\CHRISTEN ' CMD l1:45 3-Sep-104
CHRISTENSEN OEVEOLPMEN'T
1200 0. 15 l=::1260 0.15 l-::1320 0. L5 l==r1380 0. 1.5 | a:=
l44O 0. 15 | =::1s00 0.00 IÈ--------- +---------+--------- I ---------+
15; RET
END OF SUts-F'ILE
7: NEW PARKING I.OT STORMWATER
8:
9 : REM C: \HYDRA\CMD\CHRISTEN.cMD
tc:
11: REM THIS FILE CREATES STORMWATER RUNOFF FLO!{S GENERATED
12: REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE
13: RE:M CHRïSTENSEN DEVE:LOPMENT STCIRMWATER IMPROVEMENT.
14: REM TilE METHODOLOGY TS CONSISTANT WIÎH lHE 1992 STORMWATER
15: REM MANUAL FOR THE PUGET SOUND BASIN
16: REM THE DESTGN PIPE IS A.l2 TNC¡{ PvC PIPE WITH
1'7t REM A MANNINGS n OË' 0.009 (CIVIL ENGINEERING RFFEìRNECB,
lB: REM SEVENTH EDITION, LINDBURG), I,ÍINIMUM COVER OF 2 FEET,
19: REM MINIMUM DEPTII oF 2 È'EET, MINIMUM VELOCITY OF 0.0120: REM FTISÍ:C, MTNTMTJM SLOPE OF 0.001 AND d/D oF 0.9.
2It
2.2: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9
Mannings n : 0.00900
Minimum dj ameter : 4.00 lnches
Minimum depth : 2.00 Feet-
Minimum cover ; 2.00 Feet-
MinÍmum vel<¡city : 0.0100 Feet/Sec
Minimum slope : 0. 00'l 000/d : 0.9000
Maximum diameter : 132,00 Inches
23: CHD 6, 0.3, 0.20, 3, 5, 3, L, 0, 0, 0, 0
24:
25: REM PARCÊ:L 4, !'RONT/\GE AND ONSITE ROADWAY ARE DISRECTED TO THE SvfALEt
, PARCELS26: REM 1 & 2 ARË DISRECTED TO THE SWALEz.27: REM BUITDING ROOF RONOFF !.¡ILi, tsËI COLLEC.I'ED AND CONVEYED TO TNDIVIDUAL282 REM INFILTRATION GALLERIES FOR DISPOSAL
29:
30: REM PARCEL 3 Is SEPARÀTÉ:Í) IN'!'O 3 SUBBASINS31: NEV{ PARCEL 3 SUBBASIN A
322 SCS 0.58, 0.40, 98, 90, 2O, 0.O2, 89
C: \HYDRA\CMD\j.w,morrissett,e & associaLes
IIYDRA Versi.on 5.85page 4
-=::====== l¡:a¡.Ê=-&:=:====
1L ¡ 45 3-Sep-104
0,580'Acres
0.400
98 .000
90.000
20.000
0.0200
89.000 Feet
0.52 Minutes
0.52 Minutes
51?9.28 CuFt
4983. 16 CuFt
96.21 9
0.24 CuFt/Sec
0.23 CuFt/Sec
0. 98
7?68.93 CuFt
6312.I? CuFt
81.25 å
0.35 Cut't/Sec
0.31 CuFt/Sec
0.66
C : \¡IYDRA\CMD\CHRISTEN . CMD
CHRISÎENSEN DEVEOLPMEN'I'
Land segrnent :
Portion impervious :
Curve num.ber (CN) for Inpervious 3
Curve number (CN) for Pervious :
K Eactor :
Slope of land :
Sheet flow dis¡ance :
Comput,ed concentrat,ion bime :
Total Time of ConcenLration :
Total raj.nfall falling on impervious :
Impervious runoff :Portion off inperviorrs :
Peak CFS rainfall falling on impervious :
Peak CFS runoff from impervious :
Equivalant "C" of f imperv.ious :
Total- rainfall faìl.ing on pervious :
Pervious runoff :
PorLion off pervious :
Peak CFS rainfall- falling on pervious :
Peak CFS runof l' frorn pervious :
Rquival-ant I'Cr off pervior.rs :
Tota1 rainfaLl fa I I i.ng on segment :
Total segmerrt runclf :
Portion ofÍ segment :
Peak CFS rainfall falli.ng on segment :
Peak CFS runoff from segmerrt ¡
Equivalant 'C' off segment :
Hydrograph off Ian,J segment :
f - Tmperviorr.s runoff in CFS
Time
0
60
r20
180
244
300
360
420
480
540
600
660
"t20
0.01 0.00 0.010.03 0.00 0.03
0 . 04 0.02 0. 06
0 . 0s 0.04 0. 09
0 . 06 0.06 0.120.07 0.08 0.1s0.09 0.11. 0.20o.23 0.31 0.54
0. Lt 0.16 0.270.0'/ 0.10 0.t70,0? 0. t1 0.18
0. 06 0.04 0. ì4
0. 06 0. 09 0. 15
ÏT
PIT*T
*T
*1
IP
ÏP T
TP T
TPTrPT
12948.21 CuFt
L'1,295.33 CuFt
87 .23 4
C.59 CuFt/Sec
0.54 CuÉ't/Ser:
0.91
P - Pervious runoff in CFST - Total- runoff in CE'S0.0c 0.20 0.40 c.60 0.80+---------+'--------+--------- +-----
ttllllrtlttlrt,rtlllrIT P I T Il'r r Irttrltfttltr
c: \HYDRA\CMD\HYDRA Version 5.85j.w.morrissette & associates , Page 5
:==á=gEtE=====:===:==:===-===:-======::::====:==:=-===-=:rJ* å gn5Éa ã4q€Êgg4€==:=
c : \HYDRA\CMD\CHRISTEN . CMD 1L ¡ 45 3-Sep-104
CI{RISTENSEN DEVEOLPMENT
?80
840
900
960
L020
108 0
114 0
1,200
1260
1320
13B0
1440
Time
Time
0
60
L20
180
240
300
360
420
480
540
600
660't20
780
840
900
960
1020
108 0
114 0
r200
1260
L320
138 0
144 0
Time
f--- ------+ --------- +------ -- -+
0 .00 0. 20 0.40 0.33: INt 99
Inlet- hyctrographs iI - fncoming hydrogrraph
X - Exit hydrograph to system
R - Pond or tceservoir/l0.00 0.20 0.40 0.60 0.80
t. - - - - - - - - -.f - -- - - - -- - 1. -- - - -- - --+- - -- --- -- +
I
I
I
I
I
I
I
I
I
I
I
I
- -- ---- -- +60 0.80
lttlrrltlltrtrtrlrlrtl*l I*lll
ttrttllttttittttttrrtttrlltrtltttrttttttlttitttt+---------+---------+20 0. 40 0. 60 0. 80
0. 05
0. 0s
0.04
0.04
0. 03
0. 04
0.03
0. 0¿
0.03
0. 04
0. 03
0.00
0.07
0.0?
0.06
0,06
0.05
0 .05
0.05
0 .05
0 .05
0. 05
0.0s
0. 00
0. r.1_
0.L2
0. r0
0.10
0. 08
0. 09
0.08
0. 09
0. 08
0.09
0.08
0. 01
TP 'TIPTIPTIPT*T
IPT*T
IPT*T
IPT*T
0.00 I0.00 I0.00 | *
0.00 l *
0.00 I *
0.00 | *
0.00 | *
0.00 I0.00 I0.00 | r
0.00 | *
0.00 f *
0.00 | *
0.00 | *
0.00 | *
0.00 | r
0.00 | *
0.00 | *
0.00 I ¡
0.00 I *
0.00 I n
0.00 I *
0.00 | È
0.00 | *
0.00 I
0. 01
0. 03
0.06
0.09
0.12
0. 15
0.20
0. 54
0.210.l't
0. 18
0.14
0.15
0. 11
o.L2
0. 10
o. 10
0.08
0. 09
0. 08
0. 09
0. 08
0.09
0.08
0.0L
0.01
0. 03
0.06
0.09
0.12
0.15
0.20
0. 54
0.27
0.1'/
0. 18
0,14
0. 1s
0.r.1
o.L2
0.10
0.10
0. 08
0 .09
0-08
0.09
0. 08
0.09
0. 0B
0.01 +---------+
0. 00 0.
343.50, 341.'70
Length :
Grour¡d elevat-iclrr up :Ground elevaLion down :
53.00 Feet
343.50 Feet341.70 Feet
3Az DPI 53,
C ¡ \HYDRA\CMD\j,w.morrissette & associates
C : \HYDRA\CMD\C}TRISTEN. CMD
Average Design FIow
storm flow (no SF)
Design flow including SF
Combined SF
Design diameter
InverL elev up
Invert elev down
Slope
Depth of fluid in pi.pe
d/t)
Partial flow velocity
Downstrean hydrograph in CFS (Initial- time=0.L4 ¡nin):0.0000 0 . 2000 0. 4000 0. 6000 0.80
Time0 0.008460 0.0281I20 0.0575180 0.0880240 0.1r.86300 0.1515360 0. 201 4q20 0.5381480 0.2686540 0.1735600 0. 1801660 0.1428720 0.1478780 0.11 28
84 0 0. r.21 8900 0.0991960 0. 104'71020 0.0788
1080 0.0902
1l_4 0 0. 07 931200 0.09007260 0.0798
1320 0.08971380 0.08031440 0.0060
f ime
þ--- ------+--- --- ---+---- -----+--------- +
+ ------ ---+---------+---------+---------+
HYDRÀ Version 5.85page 6
11:45 3-Sep-t 04
CHRI STENSEN DEVEOLPMENÎ
Minimum dia¡neter : 4.00 Tnches
I,ump sum cost : 0.00 DoIIars
ManningsN : 0.00900
MinSlope : 0.00100Link nu¡nber : 1
NOTE: Adjusting hydrographs for worst case situation
GAdding Sto into Event
@Adding Diurnal into Design
ßAdding Ëvent into Design
0.00 CuFt/Sec
0.538 Cuft/Sec
0.538 Cuft/Sec
1.000
4.00 Inches
34L. L4 Feet
339.07 Peet
0.0389
3.56 Inches
0.890
6.459 Feet,/Sec
I
I
t-_| --l-:¡.=I
I --- --
I ------_| -------I *--_---_-| ---------
I --___--__f ---------I -.-.---.------
| -e*-====¡ ---__--_| --------I ---_--| -- ----- -
I --___-| ------
t ---.--
I --__-| -----I ____| ----
ttllttllttrl!l
l:ex-=== Irtlltttlrtttttitt,;lttlttttltttttt
I
t ---_-------
t--t--
00
0c
I ___I ---I ---¡ ---
| ==-
I - _-t---
I
0.0000 0.2000 0.4000 0.6000 0.80
Cr \HYDR.C\CMD\j.w.rnorrissette & assocíates
C ¡ \HYDRÀ\CMD\CHRISTEN. CMD
CNRISTENSEN DEVEOLPMENT
35: HOL PARCEL3A
Tag
i.ínk
From lineIn file
Sent to
NEÍI PARCEL 3 SUBBASIN B
scs 0.37,0.40, 98,90, 20,0.02,75
Land segment
Port,ion impervious
Curve num.ber (CN) for Impervi.ous
Curve number (CN) for Pervious
K Factor
SJ.ope of land
Sheet Êlow distance
Computed concentratj.on ti.neTolal Time of Concentratíon
TotaI rainfal-L falling on impervious
Imperviqus runoffPortion off impervious
Peak CFS rainfall faJ-ling on impervj,ous
Peak CFS runoff from imperviousEquivalant t'CÙ off impervious
Total rainfaLL falling on pervious
Pervioug .runoff
PorLion off pervious
Peak CFS rainfall falling on pervious
Peak CES runoff fr.om pervious
Equiva).ant rCI off pervious
Total raintall falling on segment
Tota1 segme¡tt runoffPortion off seg'ment
Peak CFS rainfalL falling on segment
Peak CFS runoff from segmentEquivalant trCD off segment
HYDRA Version 5.85Page 7
ÊÊ*ñE--::===:==-ããÉ€ g4EËE=::
L1:45 3-Sep-104
: PARCEL3A:1.:35: C: \HYDRA\CMD\CHRISTEN: Hotd{11
362
37:
38:
0.370 Acres
0.400
98 .000
90. 000
20.000
0. 0200
75.000 Feet
0.44
0.44
3304 . 03
3178 . 66
96.21
0. 15
0.15
0. 98
4956 ,0A
4026,39
81.24
0.23
0.20
0. 86
8260. 06't205,05
87.23
0. 3B
0. 34
0. 91
Minutes
Minut.es
CuFt
Cu t'tt
CuFt/Sec
CuE t/Sec
CuFt
CuFtt
CuFt /Sec
CuFt/Sec
CuFt.
CuFtt
CuFt/Sec
CuFt /Sec
C: \HYDRA\CMD\j.w.morrissette & associates
C : \HYDRA\CMD\CHRISTEN. CMD
CHT1TSTENSEN DEVEOLPMENT
Hydrograph off land segment, :I - fmpervious runoff in CFS
P - Pervious runoff in CFST - Total runoff in CFS
0.00 0.10 0. 20+---------+--------- f ---------+---------+
HYDRÀ Versior¡ 5.85Page 8
0.30
11:45 3-Sep-104
0.40
I
I
I
I
I
lime
0
60
12r)
r80
240
300
360
420
480
540
600
660
720
780
840
900
960
1020
1 080
1140
:t 200
1260
1320
138 0
14¡lO
l'ime
0.01 0.000.02 0.000.03 0.01
0. 03 0.02
0. 04 0.040.05 0.050.06 0.07
0. 1s 0 .200.07 0. L00.05 0 . 070.05 c.070.04 0.050.04 0. 060.03 0.040.03 0.050.03 0.04
0. 03 0. 04o.o2 0.03
0. 02 0.03o.02 0. 030.02 0.03o.02 0.030.02 0.03
0 .02 0. 030.00 0.00
0.01 Io.02 | *
0.04 I TT
0.06 I Pr T0.08 | *
0.10 | *
0.13 I IP0.34 I0.f i I r
o.LL l r P0.11 I r P0.09 I rP
O.O9 I I P0.07 I TP T
O.OB I T P
0.06 I rP T0.07 I rP T0,05 llP T0.06 I rP r
0.05 IIP T0.06 I rP r0.05 trP r0.06 lrP 'f
0.05 I rP T0.00 I
I
I
I
ITI
TI
ItfI
PI
T
T1lTI
ITI
I
I
I
I
I
I
I
I
I
I
ttlrttPt I I ITt tlrtttrtrttrtltttrtltllttltttlrlIttrlttttrttittrtt
0.30 0.40
+---------+---------+---------+---------+
0.00 0.10 c.20
39: REC PARCEL3A
Hold INun]Looking up record number'
40: INL 99
Inl-et hydrographs :I - Incoming hydrograph
X - ExiL hyclrograph to system
R - Pond or reservoír/I
C: \HYDRA\CMD\j.w.morrissette & associates
===- =======E=:::::==_4=:=:=-=:i ====-===:U==-=:= =3--==:=::=
C : \HYDRA\CMD\CHRTSTEN . CMD
CHRISTENSEN DEVEOLPMENT
0,00 0. L0 0 .20 0.30 0.40
+--------- t---------+---------+---------+
0.00 I0.00 | *
0.00 I *
0.00 | *
0.00 I *
0.00 I0.00 I0.00 I0.00 I0.00 I0.00 I0.00 I *
0.00 I *
0.00 | *
0.00 I *
0.00 I *
0.00 | *
0.00 | r'
0.00 I *
0.00 r *
0.00 i *
0.00 I *
0.00 I *
0.00 | *
0.00 I
Depth of
Partial
HYDRÀ Version 5.85Page 9
: =::::==i:::::=== g= ====:==11.:45 3-SeP-104
0.30 0.40
54 .00 Feet
34 1.60 Feet
342.00 l-eet
4.00 Inches
0. 00 llollars
0.00900
0. 00100
2
s ituation
0.00 CuF+-/Sec
0.882 Cuft /Sec
o.882 Cuft/Sec
1.000
8.00 inches
338.88 Feet
338.74 Feet
0.002597.12 .Inctres
0.890
2,646 Feet/Sec
Time0 0.01
60 0.02r20 0.04
180 0.06240 0.08300 0.10360 0.13420 0.34480 0. L7540 0.11
600 0.11660 0.09
720 0.09780 0.07840 0.08900 0.06
960 0.071020 0.05
1080 0.06
].]-4 0 0.05L200 0.061260 0.05r1320 0.061380 0.0s1440 0.00
Time
0.01-
0.02
0.04
0.06
0.08
0.10
0.1-3
0. 34
0. L7
0. 1r.
0. 1L
0.09
0.09
0. 07
0. 08
0.06
0.07
0. 05
0.06
0. 0s
0. 06
0. 05
0. 06
0. 05
0. 00
I
I
I
I
I
I*l
I*l
I
I
I
I
I
I
"l
I
I
t
*
I
I
I
I
I
I
Il*
I
I
I
I
I
I
I
I
I
I
I
I
I
i
I
I
I
*l
lllltllltltllllllìIttltllltl+---------+---------+---------+------ ---+
0.00 0. 10 0.20
4I DPI 54, 34'l .60, 342.00 Length :
Ground elevation uP :
Grou¡td e]evation down :
M.Lnimum diameter :
Lump sum cost 3
Manni ng.sN :
Mi.nSloPe :
Link number i
NOTE: Adjusting hydrographs for worst case
GAdding Sto into Event
ßAddLng Diurna] lnto Design
GAddinq Event into t)esign
Average Design Flow :
Storm flow {no SF) :
Design flow includinq SF :
Combined SF :
Design diameter :
Invert elev up :
Invert elev dobrn :
Slope :fluict in pipe :cilD:
flow uelocity :
C: \HYDRÀ\CMD\j.w.morrisseLte & associates
¡IYDRA Version 5. 85Page L0
0.0138
0.0479
0.093?
0.1448
0.1939
0.2486
0. 3290
0. 88L9
0.4383
0.284s
0.2935
o,235?"
o .2414
0.1844
0.199s
o.L629
0.1 719
o.r2B"l
0.1479
0.1311
0. r.478
0.1314
0.1477
0 . 131.6
0.0098
0.0000 0.2s00
HOL PARCEL3B
PARCEL 3 SUtsBASTN C
0,29,0,40, 98,90,
C : \HYDRA\CMD\CHRISTEN. CMD
CHRISTENSEN DEVEOLPMENT
Downstrean hydrograph in CFS (InitiaI time-O.34 min):
0 .0000 0.2s00 0. s000 0.'/500 1 .0000
+---- -----+-- -------+ ---------+ ---------+
I -___-| -----I ---- -.,.--I ---- ----
I --. ------- I| -- '------ |
r --.,..------ I --.| --"------- | --
I =*.=:=:::: | =r:======= l==::===u-- | =::=
| ===-:=:=:= l=:-'-==: I I
I -- -.--------| -"'--------
I ------------ I -| --------'- | -
t -___-..- - Il-----" - r
r ----,,.----- 1| ---- "'^--- |
I _-__-. -.-| -----'I _--...---| -" ' "---
t -____-t------
I ---__-t------
I ___-t----
I _- ----| ----
I ____t----
I ---__t-----
I __--| ----
I -- --'-
I _-__| ----
I+---------+ --'------*--- --:---+------- --+0.5000 0.7500 '1.0c00
1 1:45 3-Sep-L04
PAIICEL3B
2
42
C : \ HYDRA\CMD\CHRI STEN
llold I L l
0.290 Acres
0.400
98 .000
90.000
20 .000
0.0200
110.000 Feet
0,65 Minutes
0.65 Minutes
2589. 64 CuFt
lirne
0
60
L20
180
240
300
360
420
480
540
600
660
720
780
840
900
960
L020
1080
114 0
I 200
7260
r.320
1380't440
Time
tl
ilrl
lag
Link
From Iir¡e
I¡: file
Sent to
20, 0.02, L10
Land segrment,
Portion impervious
I
I
I
I
i
43t
AAt
45:
Nt:f,l
SCS
Curve number (CN) for ImPervious
Curve nrunber tCN) for Pervious
K FacLor
Slope of land
Sheet flow di.sLance
Computcd concent,ratlon t ime
lotal Ti¡ne <¡f Cot¡.ce¡¡LraLion
Total rainfalL falling on impervJ.ous
C: \HYDRA\CMD\j.w,morrissette & associates
== ======ê== ===:=:=:=-
C : \HYDRA\CMD\CHRI STEN . cMD
CHRISÎENSEN DEVEOTPMENT
Po,ri:TP:iltiffi.:ii::: ;
Peak CFS rainfa.ì-l- fal-ling on inpervious :
Peak CFS runoff from imPervious ¡
Equivalant ÍC' off irnPervious :
Total rainfall falling on pervious :
Pervlous runoff :
Portion off pervious :
Peak CFS rainfall falling on pervious :
Peak CFS runoff from Pervious :
Equivalant ucn off Pervious i
Total rainfall fa.lling on segmenÈ :
Total segment runoff :
PorLion off segment :
Peak CFS rainfall falling on segment :
Peak CFS ru¡roff from segment :
Eqr.rj.valant rrc, of f segment :
Hydrograph off land segment :
I - Impexvious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
HYDRA Version 5.85Page 1L
==Eã==:==::== 8=::-:===-*-==:=
1.1:45 3-Sep-104
CuFtt
CuFt/Sec
CuFt/Sec
CuFt
CuFt
s
CuFt/Sec
CuFt /Sec
CuFI
CuFt
å
CuFt /Sec
CuFt /Sec
llltlllllllltlillltlltrt Illltlttllttltlirl!tlllllilltllrllrtlirllllrllrlrrll
24 9r_. 8 r.
96.22
0. L2
0.L2
0. 98
3884.46
3156. 4 0
81.26
0.18
0.15
0.86
64?4.10
5648.20
B7 .24
0.30
a .27
0. 91
0. 00 0 . 1_0 0.20 0.30 0.40
+-- -- -- --- +- ----- --- +---- ----- +- --- --- -- +Time
0
60
L20
180
240
300
360
420
480
540
60CI
660
720
780
840
900
960
\020
1080
114 0
12 00
L260
1320
1380
14 40
Tine
0. 00
0.0r
0. 03
0.04
0.06
0. 08
0. L0
0.27
0.14
0.09
0.09
0. 07
0. 0?
0.06
0.06
0.0s
0.05
0 .04
0. 05
0.04
0 .05
0.04
0. 0s
0. 04
0.00
0.00 0.000.01 0.000.02 0.01
0. 03 0.020.03 0.030.04 0.040.0s 0.05o.L2 0.150.06 0. 08
0 .04 0. 05
0. 04 0. 05
0. 03 0. 04
0. 03 0. 040.02 0. 030.03 0. 04o.02 0. 030.02 0. 030,02 0.020.02 0.030.02 0.020.02 0. 030.o2 0.020.o2 0.03o.o2 0.020.00 0.00
IT
PIT*T
*
IP
lP T
ÏP T
IPl
IP 1TP 1
IP TIP T
IP TþT
IP 'f*T
IPT*T
IPT*T
0.00 0. l_0 0.20 0. 30 0.40
C ¡ \HYDRA\CMD\j.w.rnorrissette & associates
C : \HYDRA\CMD\CHRISTEN . CMD
46t REC PARCEL3B
HYDR.A Version 5. BSpåge Lz
===:===Þgãg=EF=-:===::===É=4-=--==:==:=========-= g=* ats E-=t:=:::=:===Ê==HÐg.È==
CHRISTENSEN DEVEOI,PMENI
1L : 45 3-Sep-i.04
Hold[Num]: 1Irooking up reeord number : 247: INL 99In}et hydrographs :I - fnco¡ning hydrograph
X - ExiÈ hydrograph to system
R - pond or reservoit/l0.00 0.10 0.20 0.30 o.4oTime +---- -----+---------+---------+- -- ------ +0 0.00 0.00 0.00t I I I I60 0.01 0.01 0.00t I I I I120 0.03 0.03 0.001* I I I Il-80 0.04 0.04 0.00 | * I I I I24O 0.06 0.06 0,00 | * I I I r300 0.08 0.08 0.00t à I I I I360 0.1-0 0.10 0.00 | *l I I I420 0.27 0.27 0.001 I | * I f480 0.14 0.14 0.00 I I * | I Is40 0.09 0.09 0.00t rt I I I600 0.09 0.09 0.00 I * I I I I660 0.07 0.0? 0.00 | * I I I I720 0.07 0.07 0.00 | * I I I I780 0.06 0.06 0.00 | * I I t I840 0.06 0.06 0.00t * I I I I900 0.05 0.0s 0.00 I * | I I I960 0.0s 0.05 0.00 | * I I I I1020 0.04 ù.04 0.001 * I I I I1080 0.05 0.05 0.00t " I I I I1140 0.04 0.04 0.00 | * I I I It2a0 0.05 0.05 0.00t * I I I IL260 0.04 0.04 0.00t * I I I IL320 0.05 0.0s o.oo| * I I I I1380 0.04 0.04 0.00t * I I I !L440 c.oo 0.00 0.00t I I I I? i rne + - --- - ----+- -- -- --- -+---- -----+- ------- -+0. 00 0. 10 0 .20 0.30 0 . 40
48: DPI 72, 342,00, 341.00
Length : 12.00 Feet
Ground elevation up : 342.00 FeetGround elevat.ion dow¡r : 341,00 Feet:
M,i ninum cliarneter ¿ 4.00 Inches
Lump sum cost : 0.00 DoIIars
ManningsN : 0.00900MinSlope : 0.00100Link nu¡nber : 3' NorEl: AdJusting hydrographs for worst, case situation@Adding Sto into Event
@Adding Diurnal into Desígn
OAdding Bvent inLo Oesign
Àverage Design FLow I 0.00 CuFt/Sec
C: \HYDRA\CMD\j.w.morrissette &
=====-===É=g=::=:=
C : \HYDRÀ\CMD\CHRI STEN . CMD
CHRISTENSEN DEVEOLPMENT
Storm flow (no SF) i
Design flow including SF :
Combined SF :
Design dia¡neter
Inve::L elev upInvert efev down
SIope
Depth of fluid irr pipe
d/D
Partial flow velocity
Oownstream hydrograph in CFS (Initial time=0.30 min):
0. 0000 0.5000 1.0000 1. 5000 2 . 0000
associates
+-- -------+--- -- -- -- +- ----- ---+-------- -+
HYDRA Version 5.85
Page . L3
:= * 3== ====:=:= ge*Ê-=::::--:===-
11.:45 3-Sep-104
1.150 Cuft/Sec
1.150 Cuft/Sec
1. 000
L00 Inches
338.74 Feet
338.28 Feet
0 .00639
6.16 Inches
0.770
3.975 Feet,/Sec
Time
0
60
120
180
240
300
360
420
4B0
540
600
660
120
780
840
900
960
1020
i080
11"40
1 200
L260
1320
1380
1.440
Time
49:
0.0180 I
0. 0627 IA.I22I l=0.1892 t==:
0.2529 I =::=
0.3247 t==--:=
lltltllltltt
0.4292 l==--**== I I
L. 1503 l ==*-a===== | ======e== | =:
0.574 6 | É===-::--=
0.3695 | a==:==
0.3848 t::=::-=
0.3058 | -=-=*0.316? l:==a=
0.2391 l==*=
0,2620 l*æ=--0.2116 l=-:
0'2251 l-===
0.16?0 t-:
0 . 1941. l-==
0. 1?08 l:=0.L940 l=*'r0.1711 l:=
0. 1938 | :*s
0.17L4 t:-
0. 0137 I+---------+---------t---------+--------- +
0 .0000 0. s000 1 .0000 r. s000 2. 0000
HOL PARCEL3C 'fag : PARCEI,3CLink : 3
From .ì.ine : 49In fiLe ¡ C:\I{YDÍìA\CMD\CHRISTEN
Sent to: Hold[l]
lllltlrllltlrlll
50:
C: \HYDRA\CMD\j.w.morrissette & associates
HYDRA Version 5.85Page 14
:gÈ===:=â=il=:=-==sÊ=:====âE=::=:=-9*=======1 4Ê==:::=-Þ5==:=ãtlÊ=======ãE=-==::
C : \HYDRA\CMD\CHRISTEN . CMD 11:45 3-Sep-104
CITRISTE:NSEN DEVEOLPMENT
51: REM T}TE FRONTAGI] IMPROVT]MENTS STORMWATER IS COI'LECTED IN A CATCH BAST
NAT
521 REM THE Nfü CORNER OF THE NEW ROADI{AY INTËRSECTION WITTI SR 507' THE S?
ORMÌ{ATER
53: REM THEN TS PTPED TO THE CATCH BASIN AT TI{E SOUTHWESÎ CORNER OE' lHE N
E?{
54: REM ROAD!,IAY. THE CATCH BASIN ALSO COLI,ECÎS THE SOUTH AND WEST STDE OF
THE NEW
55: REM ROAD!ìIAY STORMIIATER. THFi SOU'I'HWF,ST CATCH BASIN DISCHARGES TO THE
56: REM NORTHEAST CATCH BASIN WHICH COLTECTS THE EAST AND NORTII SI.DE OF
57: REM rHE NEv'¡ ROADWAY STORMV'IATER. THn NORT¡IEAST CATclt BASIN DISCHARGES
58: REM INTO lHA SJhIALE BETV'IEEN PARCELS 2 AND 3 AND TNTO THE POND.
59:
60: NEW ¡.RONTAGE IMPROVBMENTS
61: SCS 0 . L.5, 0.84, 98, 90, 20, 0. 02, 270
Land segment
Portion irnPervious
Curve nu¡nber: (CN) for ImPervious
Curve r¡umber (CN) for Perv.i.ous
K Factor
Slope of land
Sheet flow distance
Computed concentration Eime
Total Time oF Concentration
lotaI rainfalL falling on impervious
tmpervious runc¡ff
Portion off impervious
Peak Cl'S rainfall- falli.ng on impervtous
Peak CFS runoff from imPerviousEquivalartt t'C" off imPervious
lotal rainfall fa1 ling on pervious
Perviotrs ru¡roff
PorL.ion of f pervi.ou.s
Peak CFS rair¡fal. l. falling on pervious
Peak CFS runoff from pervious
Equivalant 'C* off perv.ious
ToEaI rainfall falJ.ing on segment
TotaL segment runoff
Portion off segment
Peak CFS rainfal-I falling on segment
Peak CFS runoff from segment
Equivalant nC' off segment
0.150 Acros
0.840
98 .000
90.000
20.000
0,0200
210.000 Feet
1.24 M.inutes
1.24 Minutes
2812.89 CuFt
2'707.04 CuFt
96.24 È
0.L3 CuFt/Sec
0. L2 CuFt/Sec
0.97
535.79 CuFt
435.45 CuFt
81.27 t
0.0245 CuFt/Sec
0.0208 CuFt/Sec
0.8s
3348.68 CuFt
3742,4 9 CuFL
93.84 $
0.15 CuEt/Sec
0 . 1 .5 C¡rFt /Sec
0.95
C:\HyDRA\CMD\ HYDRA Version 5.85
j.w.morrisseUte & associates Page 15
*==:=:==É==:::=-¡tl======'e:=:==É¡I=:==:=...::=:==r:. ==::==:=g=:=:=:llF=:::=ã===:
C : \HYDRA\CMD\CHRISTEN. cMD
CHRISTENSEN DEVEOLPMENT
HydrograPh off land segrnent :
I - fmPervious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
11:45 3-Sep-104
0. 00 0.05 0.10 0.15 0 .2.0
+---------+--------- f ---------+---------+Time
0
60
L20
180
240
300
360
420
480
540
600
660
720
780
840
900
960
1 020
1080
1140
12 00
1260
i320
I 380
7440
Ti-me
Time
0
60
120
r.80
240
300
360
420
480
540
600
660
0.00
0.01.
0.02
0.03
0.03
0. 04
0. 05
0. 12
0.06
0.04
0.04
0.03
0.03
0.02
0. 03
0.02
0.02
0. 02
0.02
0.02
0.02
0.02
o.02
a.02
0. 00
0. 00
0. 01
0. 02
0. 03
0. 04
0.04
0. 06
0. L5
0. 08
0. 04
0.05
0. 04
0. 00
0. 00
0. 00
0 .00
0 .00
0.01
0.01
0.02
0.0i
0.01,
0.01
0.01
0.01
0.00
0.01
0. 00
0.00
0. 00
0. 00
0. 00
0. 00
0. 00
0 .00
0.00
0.00
0.00
0.01
0.02
0. 03
0. 04
0. 04
0.06
IlrIIT
í
I
I
I
ITTI
IT
IT
I
t
I
I
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I
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I
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I
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I
I
I
I
I
I
I
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TT
0.15 | P
0,08 l P
0.04 I0.0s I P0.04 I0.04 I0.03 I0.03 I
0.02 I rr0.03 I iT0.42 I IT0.02 I rr0.o2 I TT
0.02 I rr0.02 I rr
0.02 I rT
0.02 | *
0.00 !
ITT I
I
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TT
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IT
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0. 00 0.05 0. 10
622 INL 99
Tnlet hydrographs :r - Incoming hydrographx - Exit hydrograph to .system
R - Pond or reservoi.r/t
0.00 0.05 0.10 0. 15
i. ---------+---------+---------r- --------+
0.15 0.20
0.20
0.00 0.000.01 c.000.02 0.000,03 0.000.04 0.000.04 0.000.06 0.000.15 0.00
0. 08 0. 00
0.0d 0.00
0. 0s 0. 000.04 0 . 00
+---------+---------+---------+---------+
Il*l*l*l*
I
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C; \IlYDlìA\CMD\j .w.morrissett-e & associates
HYDRA Version 5.85Page L6
C : \HYDRA\CMD\CHRISTEN . CMD ll-:45 3-Sep-1.04
0. 15 0 .20
193.00 Feet
344.50 Feet
343.80 !'eet.
4.00 Inches
0 . 00 llo I lars
0.00900
0.00100
4
si Luation
0.00 CuFt/Sec
0.145 Cuft/Sec
0. 145 CufL/Sec
1 .000
4 .00 Inches
342.1.4 !'eeL
34 1.44 Feet
0.003633.20 inches
0. 800
1.917 Feet/Sec
720
780
840
900
960
1.020
1080
r.14 0
1200
L260
1,320
138 0
1 440
Tirne
Time2 0.004562 0.0145122 0.0228L82 0.0300242 0.0372302 0.0448362 C.Os12422 0.:1454482 0.07ss542 0.0435602 0.0s02
*¡*l*l*l*l*l*l*l*l
il
I
0.04 0. 04 0. 00 I0.03 0.03 0.00 I0.03 0.03 0.00 I0.02 0.02 0.00 I0.03 0.03 0, 00 I0.02 0.02 0.00 I0.02 0.02 0.00 I0.02 0.02 0.00 I0.02 0.02 0.00 I0.02 0.02 0.00 I0.02 0.o2 0.00 I0.02 0.02 0.00 I0.00 0.00 0.00 I
CHRISTENSBN DEVEOLPMENT*l I*i !
lrIt
ll
+--------- +---------+---------+---------+
+---------+--------- | ---------+---------+
0.00 0.05 o. io
63: DPI 193, 344.50, 343.80 I'ength :
Grouncl elevation uP :
Ground eLevation down :
Minimum diameter :
Lump sunì cost :
ManningsN :
MinSlope :Link number :
NOTE: Adjusting hydrographs for worst case
0Adding Sto into Ëvent
@Adding Dirrrnal ì.nbo oesign
ßAdding Event- into Desiqn Average l'tesign Ë'1ow :
Storm fLow (no SF) :
Design fLow includirtg SF :
Co¡nbined SF :
Design clianeter :
lnvert elev up 2
fnverL elev down :
Slope ¡
Depth of fluid in piPe :
d/D :
Partial flow velocity :
Downstream hydrograplr in CFS (lnitial time-l-.68 min):0.0000 0.0s00 0.1000 0.1500 0.2000
iI
I -'-I ---..-l- '-
I _-.----f --"--
I - . -.---| - -----
I --------| --'-------
I
I
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I --_-____- I -------... -- I --------
Cr \HYDRA\CMD\ I{YDRA Version 5 ' 85
j.w.norrissette & associates Page 1?
=-==2'ÊÊ======á
gÞE=:::=Ë===:==*:========'g';==:::===É==::====â+5=:=: ÈÉ::::== ¡==: ==
C:\HYDRA\CMD\CHRISTEN'CMD 11:45 3-Sep-L04
CHRISTENSEN DEVEOLPMENT
662 0.0357722 0.0409't82 0.0282
842 0.0333902 0.0250962 0.0285
L022 0.01.99
I0B2 0.0242tL42 0.0203
1202 0.0239
1262 0.0206
).322 0.0231
1382 0.0208
L442 0.0021
Time
I
------I ------'
| ==:-*-=
| ==:==
l:=====
| ===a'
| =:*=
| +==
I _---| ----
I
---| ---
I+-------- -+---------+---------+- --------+
0.0000 0. 0s00
64: ltOL FRONTAGÊ
0. 1000 0. 1500
?ag
l,ink
From l.ineIn file
SenL to
65¡
66: NE9l LOT 4
6'l: ScS 0.74, 0.66, 98, 78, 2.0,0.024. 251
Land segrment
Portion impervious
Curve nLmber (CN) for fmPervious
Curve number (CN) for Pervious
K Factor
Slope of land
Sheel flow distance
Computed concenLrâtion time
Total lime of Concentration
ToEa-L rainfall fall..i.ng on impervious
Impervi.ous runoff
Por¡io¡t oIf irnpervious
Peak CFS rainfall fallíng on impervious
Peak CFS runoff from imPervlous
Equivalant xCx off lmPervious
Total rainfalJ falling on PerviousPervious runoff
Portion off Pervious
Peak CFS rainfall fatting on pervious
Peak CFS runoff f.rom PerviousRquivalant 'C" off pervious
0.2000
: FRONTAGE
:4
264
: C: \ltYDRA\CMD\CIIRISTEN: Hold[21
0.140 Acres
0. 660
98.000
78.000
20 .000
0.0240
251..000 Feet
r.35
I .35
10903. 29
L0493.04
96.24
0. 50
0.48
0. 97
5616.84
3394 . 34
60.43
0.26
0. 15
0. 58
Minutes
Minut es
CuFt
CuFLt
CuFL/Sec
CuFt/Sec
CuFt
CuFt
*
CuFt,/Sec
CuFt/Sec
C: \HYDRA\CMD\j.w.morrissette & associates
HYDRA Versíon 5.85page t B
=::::==== =ãæ======-=:=-=4É *g==-=====:=--Ê=5*¡¡*L-r¡q=-==:=== =-ÈF-:===:::--:===:==
C : \HYDRA\CMD\CHRISTEN. CMD 11:45 3-Sep-104
CHRISTENSEN DEVEOI.PMENT
Total- rainfall falling on segmentTotal segBnent runoff
Portion off segment
Peak CFS rainfall falling on segment
Peak CFS runoff from segment
Equivalant rC" off segrnent
16520.13 CuFt
1388?.37 CuFt
84.06 I
0. ?5 CuFt/Sec
0.63 CuFt/Sec
0.84
Hydrograph off land segrnenL .I - lmpervious runoff in CFS
P - Pervious runoff i.n CFST - Total runoff in CFS0.00 0.20 0,40 0.60 0.80
Îi me
0
60no
180
240
300
360
424
480
540
600
660
120
780
840
900
960
)"020
108 0
114 0
L200
L26A
1320
138 0
1440
Time
0.02 0.000.06 0.000,08 0.000.r.1 0.000.13 0.0r.
0. L5 0.030.i9 0.040.48 0-r-50,25 0.09
0. 14 0.06
0. t7 0. 06o.L2 0.05
0. 13 0.050.09 0.040.r.1 0.050.08 0.04
0. 09 0. 04
0. 0? 0. 030.08 0. 030.0? 0. 030.08 0. 03
0. 07 0. 03
0. 08 0. 03
0. 07 0. 03
0. 01 0. 00
a.o2 I0.06 | *
0.08 | *
0.11 I *
0.14 I TT
0.18 I rr0.24 I p
0.63 I P0.34 | P
0.20 ¡ P r
o.23 I P r0.17 tP I T0.19 | P r T0.13 lP r T0.16 tP r r0.12 tP I T
0.13 tP r r0.10 I r r0.11 lP I t
0. 'r.0 | Pr 1
0.r.1 lP T. T0.10 I Pr r0.ti tP T T0.10 I Pr r0.01 I
r ---------+---------+---------+-------- - +
I
I
I
I
I
IIIT
III
1l
IT
I
I
I
I
I
I
I
I
I
I
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I
I
I
¡ ---------+- --------+---------+--------- +
lr¡rllllttrlttttlíI r tr IttlttlrlltrllrtrtlrtrlrttrtttrtrlttrtltItrtlltlltll
68: INL 99
0.00 0.20 0.40 0.60 0, 80
C: \HYDRA\CMD\j.w.morrissette & associates
HYDRA Version 5.85Page 19
C : \HYDRA\CMD\CHRISTEN. CMD
Inlet hydrograPhs :
CSRISTENSEN DEVEOI,PMENT
L1:45 3-Sep-104
0,80
0. 60 0. 80
251.00 Feet-
35L.00 Feet
34 6.00 Feet
351.00 Feet
34 6.00 Eeet
5
situat i.on
0.00 CuFt/Sec
0.632 Cuft/Sec
0.632 Cuft/Sec
r..000
6.0000 FPS
0.3000 FPs
0.2000
3. 0000
5.00 Feet
I - Incoming hydrograph
X - Exit hydrograph to system
R - Pond or reservoir/l
0. 00 o,20 0. 40 0. 60
lime
0
60
L20
r.80
240
300
360
420
480
540
600
660
1?.0
?80
840
900
960
102 0
108 0
1140
1200
1260
L320
1 380
L440
Time
+---------+---------+ -- ------- +---------+
0.02 0 .420.06 0. 060.08 0. 080.1.1 0.1L0.Ld 0.140.18 0 - l80:24 0.24
0. 63 0. 63
0. 34 0. 34
o .20 0 .200.23 0.230.'t? 0.170.19 0.1.9
0. t3 0. r,30.16 0.16o.t2 0.1.20.13 0.r.3
0. r0 0.100.11 0.tl0.10 0.100.11 0.tl.0.10 0.100.r.1 0.11.
0. ro 0.100.01 0.0L
0.00 I0.00 | *
0.00 I *
0.00 I *
0.00 I *
0.00 I0.00 I0.00 I0.00 I0.00 I0.00 I0.00 | *
0.00 f0.00 I *
0.00 I *
0.00 I *
0.00 I *
0.00 | *
0.00 | *
0.00 | *
0,00 | r
0.00 | *
0.00 | *
0.00 I *
0.00 I
rt*l Il* Ittl*l*l Il* Itt*l Ittrtllllrtttlrllllllrtrl
I
I
I
I
I
I
I
I
I
I
I
I
I
I
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I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
If-- - ---- --+---------+---------+- ----- ---+
0.20 0.400. 00
69: CHA 251, 351, 346, 35L/ 346
Link
NOTE: Adjusting hydrog:caphs for
GAdding Sto into Event
GAdding Diurnal into Design
@Adding Event into Design
Length :
GrUP :
GrDn :
InvUp :
Inv0n :
number :
worst cctse
Average Design FIow :
Storm flow (no SF) :
Design flow including SF :
Combined SF :
CHD Maximum velociLy :
CHD Minimurn velocity :
CHD Manning's "ntt i
CHD Left side slope :
CHD Bottom width :
C: \HYDRA\CMD\j.w.morrissette & associates
HYDRA Version 5.85Page 20
C : \ HY DRA\CMD\CIIRI STEN . cMD
CHRTSTENSEN DEVEOTPMENT
CilD Right side slope
CHD Minimu¡n freeboard
CHD ExfiÌLration
Channel- Slope
Design flow
Depth of fLow
VeJ.oci t yT¡avel t-imeth of surface
I --- -- --- -.- r -t ---'---- --- | '-
1 1: 45 3-sep-104
3.0000
1.0000 Feet
0.0000 rPH
0 . 0r.99
0. 63 Cuft/Sec
3.26 fnches
0 .27 Feet
0.40 Ft/Sec
I0.4 4 Minutes6.63 Feet.wid
Downstream hyd::ograph in CFS (IniÈía0.0000 0.2000 0.40
I time=1O.44 min):00 0. 6000 0.8000r-- -------+-- -------+----- -- -- + -------- -tTime
10
70
130
190
250
310
370
430
490
550
610
670
730
790
850
910
970
I 030
1090
1r 50
121.0
I210
1 330
1.390
14 50
Time
0.0173
0. 0554
0. 0837
0.r.089
0.r.41s
o. 1'78L
0.2365
0. 6320
0 . 3416
0. 1 983
0. 231 0
0. 1 657
0. 1896
o.1326
0.1555
0 . 1181
0. 133r
0.0950
0. 1136
0.09?0
0.1126
0.0987
0.111?
0.1002
0.0097
tt
I -- I| -- |
l--- ¡t--- |
I ---- l| ---- I
I ------ rI
I .-..---,...-- Il -"'- |
L--.------- r -tt
| ==:=::::= l=========rl
I --------- r --___- t:::_=:
I ------- --. r| --------- |
i -. -,. .. - .- .-.. .- -,-- r -I ',- - -'--"-'-'- I -t ------- rI ------ - !
I -------- r| -------- |
I -__---| - ----- |
I - -----_ll
I ----- rr-----l
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I
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I| ----- |I ---- r| ---- i
I -----| ----- II ---- r| ---- Itt+---------+----- -- --+0.0000 0.2000 0.40
I
I
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I
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Tag
Link
From lineIn file
Sent to
HOL f,OT4
LOT4
5
70
C : \ HYDRA\CMD\CHRISTEN
Hold[3]
71 z
CI\HYDRA\CMD\ HYDRA VETSiON 5-85
:.".*ottissette & associates - Page 2L
==-=:===-31==-=::==:ÉEÊ-===:= E:=====*':=:=:===:=:s===::=:= ir==:==:==-l: :-:====åFE==
C: \HYDRA\CMD\CIIRISTEN'CMD 11:45 3-Sep-104
CHRISTEJNSEN DEVEOLPMENT
722 NEW SOUTH ¡\ND WEST ROADWAY
'13: sCS O-22, 0.80, 98, 90, 20,0'008' 156
Land segntent
Portion imPervious
Curve number (CN) for ImPerviotrs
Curve iìumber (Cu¡ for Pervious
K Eactor
Slope of land
Sheet fl.ow distance
Computed concentration time
Total Time of Concentration
Total rainl'all' fal.Ìing ort impervious
Impervious runoff
Port-ior¡ of f imPervious
Peak CFS rainfall falling on inpervious
Peak CFS runof I from imPer:vious
Equivalaltt "Ct' of f imPervious
Total rainfall falling on pervious
Pervious runoff
Port i on of f Perv i.otrs
Peak CFS rainfall. falJ-ing on pervious
Peak CFS runoff from PerviousE<luivalant ilcrr of f Perv iou.s
Totat raintall faì. ling on segment:
'Iotal segmell¿ runoff
Portion off sertment
Peak CFS rainfall falling on segment
Peak CFS runoff from segment
Equivalant "C" off seqment
Hydrograph off land segment :
I - ImPervious runoff in CFS
P - Pervious runoff in C!'ST - Total runoff in CFS
0. 00 0. r0 0. 20 0. 30 0.40
0.22O Acres
0.800
98 .000
90.000
20.000
0. 00800
156.000 Fee¿
1..45 Minutes
1.45 Minutes
3929. tl CuFt
378l, , 27 Ct¡Ft
96.24 Z
: 0.18 CuFt/Sec
: 0.17 CuF[/Sec: 0.97
z 982.28 CuFt
: 798.33 CuFt: 81.27 f
: 0.0449 CuFt/Sec: 0.0380 CuFt/Sec
: 0.85
: 491L.39 CuFt: 45?9.61 CuFt: 93.24 q
: 0.22 CuFt/Sec
: 0.21 CuFt,/Sec: 0.94
+- ----- -'-+---------+ ----- --- -+----- ----'lTlme
0
60
120
180
240
300
360
420
480
s40
600
0.01
0.02
0.03
0.04
0.05
0.0s
0.07
0. r?
0.09
0-05
0.0 6
0.00
0. 00
0.00
0.00
0. 0L
0.01
0. 01
0. 04
0. 02
0. 01
0.01
0.01
0.02
0.03
0.04
0. 05
0.06
0.08
o.2t
0.11
0.06
0. 07
+
IT rr
IT
IT
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C: \HYDtrA\cMD\j.w.morrissette & associates
=::=r==::=+==:=-5=::==t'====J'=====ì:-:====:"i-i====='ê==:::Ì'i
C: \HYDRA\CMD\CHR TSTEN ' CMD
CHRISTENSNN DEVEOTPMENT
HYDRA Version 5.85Page 2.2
1L:45 3-f3ep-104
llttllrll
660
720
780
840
900
960
1020
r.080
114 0
1 200
L260
r320
L 380
1440
Time
'14:. RËC
75: REC
0.oit
0.0s
0.03
0 .04
0 .03
0. 03
0. 02
0. 03
0.02
0 .03
0.02
0. 03
0. 02
0. 00
FRCINTAGE
LOT4
0.01
0.0L
0.01
0.0r
0. 01
0.01
0. 01
0.01
0 .01
0.01
0.01
0. 01-
0. 01
0 .00
0.01 0.00 Io.02 0. 00 I *
0.03 0. 00 I0.04 0.00 I0.05 0.00 I0.06 0.00 I0.08 0. 00 IQ.2\ 0.00 I
0. I 1. 0.00 I0.06 0.00 I
0 .o'7 0. 00 I0.05 0.00 I0.06 0.00 I0.04 0.00 I0.05 0.00 I0.04 0-00 I0.04 0.00 I0.03 0.00 I0.04 0.00 I0.03 0.00 I
0.03 0.00 I0.03 0.00 I
0.0s I rT
0.06 I r1
0.04 I TT
0.05 I rr
0.04 I rr
0.04 I r1
0.03 I I'T
0.04 I rT
0.03 i rr
0.03 | *
0.03 I rrc.03 I *
0.03 I tT0.00 r
+- - -- ----- +-- -- ----- +- --'- ----'l'--- -- --- -+
0.00 0.10 0.20 0.30 0-40
Hold INurn]
I,ooking up record lìumber
Hol cJ INuml
Looking up record number'16: INL 99
Inlel hydroqraphs ;I - [ncoming hYdrograPh
X - Exit hydrograPh uo sYstem
R - Pond or reservoir/L
0.00 0. 10 0.20 0.
't ---------+-- -------+--------- 1"
2
4
3
5
Time
0
60
r20
180
240
300
360
420
480
540
600
660
720
780
840
900
960
1020
1080
1140
1200
L260
0.01
0.02
0. 03
0. 04
0. 0s
0. 06
0.08
0.2L
0.i.1
0.06
0.0?
0. 05
0.06
0.04
0.05
0.04
0. 04
0. 03
0.04
0. 03
0. 03
0. o3
*l*l *l
I
**l*l
,rl*l*l*lrl
+i
'll*l*l*l*l
,30 0.40þ---------+l1Ittltltllltltllrlirlt!tllltltllrtltltllltl
C: \HYDR^A\CMD\ HYDRA Version 5 ' 85
i r¡-morrisseÈte & associates Page 23
1==--===-=====:=:==::=ãs=-=É=:==É====È====*=:::=t:::=Ë:===-====F:=:É=:=:ã:-===
C: \IÍYDRA\CMD\CHRISTEN'CMD 1L:45 3-Sep-104
. CfiRISTENSEN DEVEOLPMENT
L320 0.03 0. 03 0 ' 00
1380 0.03 0.03 0'00
1440 0.00 0.00 0.00
Time
*
+- ---'--- -+------- --+--------- l- ------- -f
0 .00 0. 10 0.20
Length :71 z DPI 20, 343.80, 341 ' 00
Ground elevation uP :
Ground elevation down :
Minimum diameter :
Lump sum cost :
ÞlanningsN :
MinSloPe .
Link number :
NOTE: Adjusting hydrographs for worsL case situation
Sto into Event
0.30 0 . 40
20.00 Feet
343.80 Feet
341.00 Feet
4.00 Inches
0.00 DoLlars
0.00900
0-00100
6
0.00 CuFt/Sec
0. 989 Cuf L,/Sec
0.989 Cuft/Sec
1 .000
4.00 Tnches
34I.44 Feet
338.64 t'eet
0.1400
.i.48 lnches
0.870
12. 180 Feet/Sec
ßAdding
0Adding
0Adding
Diurnal into Design
Event into Design Average Design FIow :
SEorm flow (no SF) :
oesign flow includitrg SF :
Combined SF :
Design <iiameter :
Invert eJ.ev uP :
fnvert elev down i
Slope :
Depth of fluict in PiPe :
d/D :
ParLiat flow velocitY :
Doçvnstream hyclrograph in cFs (Initiat time:O.03 rnin) ;
0.0000 0.2500 0.5000 0.7s00 1"0000
Time0 0.0281
60 0.0890L20 0.l-394180 0. 1823240 a.2320
300 0.2878360 0. 3?55420 0. 9888480 0.5291540 0.3044600 0.35s0660 0.253't720 Q.29?.2780 0.2034840 0. 2383900 0. r.805
960 0,204L
1020 0. L434
1080 0.1740
1140 0.1,470
1200 0.1704
+--------- l---------{ ---------+------- -'+
r --- Il--- r
r ----- I|-_---|
r -- -.--- I|__...__-l
l:*e::==* I
l==';:=:=== l=
l-=:-=r'-:: l-e==
| :-*====c= | =:=I====-s | ==-=*:=== | =-"==:==ãs I
| =:::=€=::l:=:===:-==- I
l-z=::-ae:l= I I
l==:=.=:::= l=:= i I
l:-'i:=::Éelll
[+:==:=:t=:=l= I I
l===::== I | |
l=====-*::l I I
l==::=-lll
l=e=:=:= I | |
===== I I I
==:==- I I I.:==--lll
==-É=: I I I
c: \HYDR.â\cMD\j,w.morrissette & associates HYDRA Version 5.85Page 24
s==:====gB====--¡€=-:==ÈãE====::=grs=====:g=-==:=:=-ÐE-:===:ãÊ==::=-åe-=:======
C: \HYDRA\CMD\CHRISTEN . cMD 1l:45 3-Sep-104
CHRTSÎENSEN DEVEOLPMENTL26O 0,1500 f===::l32O 0. L700 | =:===*L380 0. 151-0 | ====:t44O 0.01s4 ITime +---------+---------+---------+---------+0.0000 0.2s00 0.s000 0.?500 1.0000?8: HOL SWROADWAY
Tag : SWROADWAYLink : 6
From line : 78In fiLe : C: \HYDRA\CÌdD\CHRISTEN
Sent, to : Hold[2]
79t
80: NEI{ NORTH AND EASI' ROADWAY
BL: SCS 0.22, 0.80. 98, 90, 2O, 0.008, 156
Land segment : 0.220 AcresPortion impervious : 0.800Curve num.ber (CN) for Impervious : 98.000Curve number (Cll¡ for Pervious : 90.000
K Factor ¡ 20.000
Slope of land : 0.00800
Sheet flow distance : 156.000 Feet
Computed concentration tirne ¡ L.45 MinutesTotal- Time of Concentration : L.45 Minutes
Total rainfall falling on inpervious t 3929.1L CuFt
Impervious runoff : 3781.2? CuFtPortion off imperuious : 96.24 *
Peak CFS rainfall faJ-Iing on impervious : 0.18 CuFt/Sec
Peak CFS runoff from impervious : 0.17 CuFt/SecEquivalant 'rCr of f impervlous : A.9'l
Total ¡rainfal-L fall.ing on pervious : 982.28 CuFt
Pervi<¡us runoff z 'I 98.33 CuFt
Portj-<¡n of f pervious : 81.2? t
Peak CFS rainfa]l falling on pervíous : 0.0449 CuFt/Sec
Peak CFS runoff from peruious : 0.0380 CuFt,/SecEquiualant 'lCrt of f pervious ¡ 0.85
Total rainfall falling on seg¡nent : 4911.39 CuFtTotal segment runoff : 4579.61 CuFtPortion off segment : 93.24 Z
Peak CFS rainfalL falling on segrnent : 0.22 CuFt/SecPeak CFS runoff frôm seg¡nent : 0.21 CuFt/SecEquivalant 'rCtr off ssgrng¡¡- : 0.94
C: \HYDRA\CMD\j.w.rnorrissette & associates
==ÊE=-==ËÉË*==:ã:=-Á--:::=:=g===-:ãg==::=-=á
C : \HYDRA\CMD\CHRI STEN. cMD
CHRISTENSEN DEVEOLP¡4ENT
Hydrograph off land segnent :
I - IrnPervious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
0. 00 0. 1.0
HYDRA Version 5.85Page 25
1l-: 45 3-Sep-104
0. 20 0.30 0.40
+-------- -+------- --+---------+------- --+
Il*l*l*l*IITIITIP
IPlrlllTlrllrrtrlIITIITlrr
ITTIIT
ITTl*
ITTlrlrl
I
IT
Tine
0
60
120
180
240
300
360
424
480
540
600
660
720
780
840
900
960
L020
108 0
114 0
1200
L260
1320
1380
144 0
Time
0.01
0.02
0.03
0.04
0.0s
0.05
0. 07
0. 17
0.09
0.0s
0.06
0.04
0.05
0.03
0. 04
0. 03
0.03
0.02
0.03
0.02
0.03
0.02
0.03
0. 02
0. 00
0.00
0. 00
0.00
0.00
0,0L
0.01
0.01
0.04
0.02
0.01
0. 01
0.01
0. 01
0.01
0.01
0.01
0. 0r
0.0L
0.01
0.01
0.0L
0. 0r.
0. 01
0.01.
0. 00
0.0r.
0 .02
0 .03
0 .04
0. 05
0. 06
0. 08
0.21,
0.LL
0. 06
0 .07
0 .05
0.06
0. 04
0. 05
0. 04
0. 04
0.03
0.04
0.03
0 .03
0.03
0 .03
0.03
0 .00 +----- -- --+-- ---- ---+- --- --- --+ -- -- ---- -+
0. 30 0. 400. 00 0. r0 0.20
82; REC SWROAD$¡AY
HoIdtNumJ :
Looking up record number :
83: IN], 99
Inlet hydrographs :I - Incoming hydrograPh
X - Sxlt hydrograph to system
R - Pond or reservoLr/I
C: \tlYDRA\CMo\ HYDRA Version 5 ' 15
l.w.morrisaette & associates Page 26
1==.o=:=o=-= F===s:=======5==:===:i_:===:::-:-==:=P===Ê=::===:=F:ãa==:= F=:=-===g=
C: \HYDRA\CMD\CHRISTEN.CMD 1L:45 3-Sep-104
CHRISTENSEN DEVEOTPMENÎ
0.00 0. r.0 0. 20 0.30 0.40
+--------- |--'------+---------+ ------ --- +Time0 0.0160 0.02L20 0.03r"B0 0.0424A 0.05300 0.06360 0.08420 0.2L480 0. L1540 0.06
600 0.07660 0.05
72.0 0.06780 0. 04840 0.05900 0.04960 0. 04L020 0.03
1080 0.041140 0.031200 0.03i260 0.03r-320 0. 031380 0.03L440 0.00
Time
842 OPI 70,
0.01
0.02
0.03
0.04
0.05
0.06
0.08
0.21
0. Ll-
0. 06
0 .0?
0 .05
0.06
0. 04
0 .05
0. 04
0.04
0 .03
0 .04
0.03
0.03
0.03
0.03
0.03
0. 00
0.00
0.00
0. 00
0.00
0. 00
0.00
0. 00
0. 00
0. 00
0.00
0.00
0. 00
0.00
0. 00
0. 00
0.00
0. 00
0.00
0. 00
0.00
0.00
0.00
0. 00
0.00
0.00
Il*¡*l*l*l*l*
I
I
I
I
t
I
I
I
I
I
I
t
I
I
t
I
I
I
I
I
I
I
II
I
I
I
I
*
*
+------ ---+---------+------ - - - +---------+
0.oo o.r0 0.20 Ù'30 0'40
I
I
I
I
I
I
I
Il"
Il*l*l"l*l*
I
343.?6,341.50 Length :
Ground elevaLion uP :
Ground elevation down :
. Minimum diamete¡: :
LumP sum cost :
Manninc¡sN :
MinSloPe :
Link ntunber i
hydrograPhs for w<¡rst case
?O.00 Feet
343 .7 6 Feet
341. . 50 Feet
4.00 Inches
0.00 Dollars
0.00900
0.001-00
si.tuation
@Adding
ßAdcling
GAdding
NOÎE: Adjustino
Sto into Event
Diurnal into Des.ign
Event -ì.nto Design Average DesÍgn FIow
Storm flow (no SF)
Design flow includi.ng SF
Combined SF
Design diameterInvert elev uP
Invert elev down
SIoPe
Depth of fluid in PiPed/DPartial flow velocitY
0.00 CUFE/Sec
l-. 200 Cuf E/Sec
L.2OO Cuilr:/St¡c
r..000
L0.00 Inches
338. 64 Feet
338.54 Feet
0.001468.90 Inches
0.8902-305 Feet/Sec
C:\HYDRA\CMD\ HYDRA Version 5'85
j.w.morrissette & associates . Page 21
====-e=====+=:=:=g:==:=E=:=:==:===€=:::--. =:=====.==::==1.É:::=g====:!==:==-s=-:=-.=:
C: \HYDRÀ\CMD\C¡|RIS?EN'CMD 11:45 3-Sep-104
Downstream
Time
t
6L
L21
r.8 L
241
301
361
42L
481
54L
601
661
121,
78r
84I
901
961
TO2L
1081
11.41
LzOI
L261.
1321
138 1
1,44L
Ti-me
0 . 0000
85: llOL NRROADI'¡AY
I
t_t-
I -_t--
I ----
I -_- --
I _-----I --'----
I _-------.| --------
I r::====-=: | :=..:===-= i =:=trl=-:::-=-::l==ltr
l=:=:=,: i I
r--..----- I i| -- "----- | I
l=.-=:=ll
[ ::====-- I I
l====llr-----lt-----l==*ill=:.¡=llt::lll='r:llt:-:lll===llt===ll
l=:=llt:=.lllll
0.5000 1.0000 1.5000
Tag
Link
From line
In file
Sent Lo
0.58, 98, ?8, 2O, Cì.00?, 426
Lancl segTnerrL
Porl-ion i.mPervious
Curve number (CN) for Impervjous
Curve number (CN) for Pervious
K Factor
Slope of land
Sheet fl-ow distance
0.0334
0. 1094
0.r.7L9
0.2253
o.2863
0.3518
o ,4592
L .2003
0.6392
0. 3652
0.431.0
0.3038
0.3511
0.242'l
o.2856
0.2L8"1
o.24',13
o . L'Ì?-7
0.2100
0 . L'|72
0 .205 6
0 . 1816
o.2052
0.1820
0. 0'1.87
CHRTSTENSEN DEVEOTPMENT
hydrograph in CES (Initia] time=O.51 ¡nin):
ó. oooo 0. s000 1.0000 L.5000 2.0000
+--------- t--------- +---------+---------{
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
+- - - -- -- -- + ---- -- ---+ ----- -- --+ --- -- --- - +
86:
8?: NEltl
B8: SCS
l,o1 1
0.96.
Computed concentration time
fotal. Tirne of Concentration
2 . 0000
: NEROADWÀY
t7: 85
: C: \HYDRA\CMD\CHRISTEN: HoId [2]
0.860 Acres
0. 580
98 . 000
78.000
20.000
0.00700
426.000 Feet
4 .24 Minutes
4 .24 Minutes
r1135.46 Cu['tTotal rainfaLl falling on impervj.otrs :
=F::===:===:ç=:=5a-===i:=:= -::===t:==:==t:===-f ======:::=:È=:==-:==-====4===:=?::==:
C: \HYDRA\CMD\j.w,morrissetle & associates
C : \HYDRA\CMD\CllRI S'IEN. CMD
CHRISTENSEN DEVEOLPMENT
Impervious runoff !
Portion off impervious :
Peak CFS rainfal.l falling on i-mpervious :
Peak CFS runoff fron impervious ¡
Equivalant 'e[ off irnpervi<¡us :
Total rainfall fal-Iing on pervious :
Pervious runoff :
Port ion of f pervious :
Peak CFS ¡:ainfall falling on pervious ¡
Peak CFS runoff from Pervious :
Eiquivalant- 'C' off pervious :
Total rainfall fal.ì.i.ng on segment :
Total segment runoff :
PorLion off segrnent :
Peak Ct'S rainfaLl fallinq on segmerìt :
Peak CFS runoff' from segment :
Equivalant "Cn off segment :
ilydrograph off land segment :
f - Impervious runoff Ln CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
HYDRA Version 5.85Page 28
l_1. : 45 3-Sep- 104
10718. 54 CuFt
96.26 s
0.51 Cut't/Sec
0.47 CuFt/Sec
0.92
8063.6L CuFt
4875.84 CuFt
60.4'l z
0.37 CuFt/Sec
0,20 CuFt/Sec
0. s5
19199 . 0? Cul't
15594.38 CuFL
8L.22 Z
0.88 CuFt/Sec
0.6? CnFt/Sec
0.17
tltlrltliTt
0.00 0.20 0.40 0.60 0.80
+---------r--------- l---------'l'---------+T ùme
0
60
L20
180
240
300
360
420
480
540
600
660
720
'780
840
900
960
10 20
108 0
L140
1.200
7260
7320
138 0
1440
Time
0.02 0.000.05 0.000.08 0 . 000.11 0.000.13 0.020.15 0.04
0. r.9 0. 06
o ,4'l 0 .20
0 .29 0. 15
0. 13 0. 070.t8 0.1_00.11 0.07o.14 0.080.10 0.06
0. li 0. 060.09 0. 060.09 0.05
0. 07 0. c50.08 0.050.07 0.050.c7 0.050.07 0.050.0'¡ 0. 050.0? 0.0s
0. 01 0. 01
0.18 I J' Io.22 I P r
II T
PIlr
TITIT'TII
A.02 i0.05 | *
0.08 | *
0.11 1 T10.r5 I *
0.r9 tP ro.26 I P
0. 6'/ I0.44 I Po.20 I PI0.28 I
I
I
I
I
I
I
III
0.L6 I P r I I0.17 I P I T I0.14 I Pi r I0.15tPrl io.L2 lP T I Io.I2 lPTr I0.12 ìP r r I0.12 te r r Io.Lz lPrr I0.L2 lP r r Io.Lz lP r r I
0-02 I I
tr I Ittlllltrlll"tlltllllltllrllllltlllll;lltllttlrli+---------+--------- +---------+-"-------+
0.00 0 .20 0.40 0. 60 0. 80
C: \IIYDRA\CMD\j.w.morrissette & associates
=====:===É É-=ãf g==:====:=t
C: \HYDRA\CMD\CHRISTEN ' CMD
CHRTSTENSEN DEVEOLPMENT
89: fNL 99
lnlet hYdrograPhs :I - Incomíng hYdrograPh
X - Erit hYdrograPh to sYstem
R - Pond or reservoít/'J-0.00 0.20 0.40
+---------+---------+---------+---------+
HYDRA Version 5.85Page 29
:¡:==:= =-=:=É===-* ==-=E=:-='¡::::==:==ll.:45 3-SeP-1.04
I'ime0 0.0260 0.05'J.20 0.08
180 0 . 1.1
240 0.15
300 0.19
360 0.26420 0 .6't
480 0 .44
540 0.20
600 0.28660 0. 18720 0.22
780 0.16840 0.17
900 0.14960 0.15
1020 0. 12
1080 o.121140 0.12L200 0.I2L260 0.12
1320 0.L21380 0.L2i440 0.02
Time
o,02 0.00 I I0.05 0.00 | 'r I
0.08 0.001 * I0.11 0.00 I * I0.15 0.00 | * |0.19 0.00 I *l
0,26 0.00 I I *
0.6'? 0,00 I I0.44 0.00 I I
0,20 0.00 I "l0.2'ò 0.00 I I *
0.1-8 0.00 | * I
0.22 0.00 I *
0.16 0.00 | * I
0.170.001*l
0.14 0.00 ¡ * !
0. t-5 0.00 I * |0,L2 0.001 * |0.12 0.00 | * I0,r2 0.00 | r Io.I2 0.00 I * I0.12 0.00 I * |
0.12 0.00 | * I0.L20.001*l0-o2 0.00 I I
0. 60 0. 80
I
I
I
I
I
I
I
I
l.þ
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I+--------- +-- -- ----- +---------+--------- +
I
I
I
t
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Il*
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
0.00
90: CttA 426. 347, 344, 347, 344
0. 20
LengLh
GrUp
GrDn
InvUp
TnvDnLink number
for worst casc situation
0.60 0.80
426.00 Feet
347.00 Feet
344.00 F'eeL
347.00 Feet
344.00 FeetI
0.00 CuEt/Sec
0.673 Cuft/Sec
0. 673 Cuft,/Sec
1. 000
6.0000 FPs
0.3000 FPs
0.40
0Adding
GAdding
GAdding
NOTE: Adjustíng hydrographssto into EvenL
Diurnal into Design
Event, into Design
Average
Storm
Design flow
Design FIow
flow (no SF)
including SF
Combined SF
CHD Maximum velocity
CHD Mininum velocity
C: \HYDRA\CMD\j.w.morrissette ú associates
Ê-----.e==== G:=--F===
00 0. 8000---------+
HYDRA Version 5.85Page 30
11-r45 3-Sep-104
0.2000
3. 0000
5.00 Feet
3 .0000
1.0000 Feet
0.0000 TPH
0.00'/04
0,67 Cuft/Sec
4 .56 Inches
0.38 Feet
0.29 I't/Sec
24.52 Minutes-l .28 Feel
C : \HYDRA\CMD\CHRI STEN . CMD
CHRISÎENSEN DEVEOLPMEN
CHD Mannings t'nt'
CHD Left side sloPe
CHD BotÈom width
CHD Right side sloPe
Cl{D Minimum freeboard
CllD ExfilLration
Channel SIoPe
Design flow
Depth of f,Iow
Velocity
Travel time
Width of surface
Downstream hydrograph in CFS (Initial- time=24.52 min):
0. 0000 0.2000 0. 4000 0. 60+--------- f ---------+---------+Time
25
85
145
205
265
325
385
445
505
56s
625
68s
745
805
B6s
925
e85
L04 5
I 105
1 L65
1,22s
r.285
134 5
14 05
L465
Time
0.0162
0. 054 4
0.084?
0. 1106
0.1478
0.1904
0. 2558
0.6721
0. 4397
0. I 993
0,2.796
0. 1832
0.2190
0. 1 557
0. 1730
0. 1430
0. r.457
0.1182
0. 12l.9
0. 1 196
0.1219
0.1206
0.L220
0, 12r.4
0. 0154
I -..-----| -'-----
I -------.-- It--------- |
| =:=-==:=: | :,======== | ===:==*== l::=:
| =--:::=:ã | -::===:== l=
I --------- I| ------ - -- I
¡ .------..,-- t ----| '-- ----- -I --------- I| -------- |
I -_---------t----------
I -------. I| ------ " I
I ---- -- -- I| -----'--- |l:===*= I
I --.--- IIl*===: I
I ----- Ilr
I ----- I| ---'-- |
l::::: I¡t
l:a=== Il:==== I
I .----- I
Ilt+---------+---------+--------- r---------+
0 . 2000 0. 4000 0. 6000 0. 80000. 0000
9l: HOI, LOT1
Tag : LOT1Link : I
From line : 91In file : C:\HYDRA\CMD\CHRISTEN
Sent to: Hol-dt3l
C: \HYDRJI\CMD\j.w.morrissette & assoc'iates
=âee==1*=-=-gl-=== ==-É:=====
C : \ IIYDRA\CMD\CHRI STEN . CMT)
HYDRA Version 5.85Page 3L
-:::ã+-==-* =E=:--!:=:-FF===ÉE====!:===11:45 3-SeP-1'04
DEVEOLPMBNTCIIRISTENSEN
92t
93:
942
LOT 2
1.95, 0.58, 98, 78, 20, 0.024, 251
Lancl segment
Portion imPervious
Curve nu¡nber (CN) for ImPervious
Curve nu¡nber (CN) for Pervious
K t'actor
SloPe of land
Sheet flow distance
ComPuted concentration time
lotal Time of ConcentraÈion
Total rainfall falling on inpervious
ImPervious runoff
Portion off imPervious
Peak CFS rainfalL fall-ing on impervious
Peak CFS runoff from inPervious
Equivalant !'Crr off imPervious
Total- rainfall falJ'ing on pervious
Pervious runoff
Portion off Pervious
Peak CFS rainfall falling on perv'i'ous
Peak CFS runoff from PerviousEquivalanr rCrr off Pervious
Total rainfall falling on segmenÈ
Total segment runoff
Portion off segment
Peak CFS rainfall fallinq on segment
Peak CFS runoff from segment
tìquivalant 'C" off segment
Hydrograph off land segment' :
I - ImPervious runoff in CFS
P - Pervious runoff in CFS
T - Total runoff in CFS
NE}?
scs
1,950 Acres
0. s80
98. 000
78.000
20 .000
0 .02 40
251.000 Feet
1.35
1".35
25249.Ot
24298.99
e6,24
t. ls
L.T2
0.9?
L8283.'11
11.04 9. 1.3
60.43
0. 83
o .49
0. 58
43532.77
35348. 12
81.20
1- 99
L. 60
0.81
Minutes
Minutes
CuFt
CUFt
s
CuFt /Sec
CuFt /Sec
CUFt
CuFt
ı
CuFt/Sec
CuFt /Sec
CUFT
Cut'tt
CuFt /Sec
CuFt /Sec
C: \HYDRA\CMD\j.w.rnorrissette & associates
:â-===ãEê====:-=A==g-=:= g====
C : \ HYDRA\CMD\CHRI STEN, CMD
HYDRA Version 5.85
Ë::=FE===l====.:i::-*==:::g:=tt=::11:45 3-Sep-i.04
CHRTSTENSEN DEVEOLPMENI
0. 00 0. 50 1 .00 1 .50 2. O0
+- -- ------ +--- --- -- -+- - - F-----+--- --- -- -+Time
0
60
r.2 0
L80
240
300
360
420
480
s40
600
660't20
780
840
900
960
7020
108 0
114 0
12 00
1"260
132 0
138 0
1440
lime
Tlne
0
60
t20
1.8 0
240
300
360
420
480
540
600
660
120
780
840
900
960
0. 04 0.00
0. 13 0. 00
0.19 0.00
a .25 0 .01
0.30 0.04
0. 35 0.08
0,45 0.14L.L2 0.49
0.58 0 ,290.33 0.18
0.38 0.2.10.27 0.16
0.31 0.180.2L 0.L3o.25 0. 15
0.19 0.12
o .22 0. 13
0.15 0. r00.18 0.11
0. 15 0. 10
0. 18 0. 1L
0.16 0.10
0. 18 0. rL
0.1,6 0.L0
o .02 0. 01
I IT
IP I
lP
IlPIPIIPTIPII PIIPI 1
IPI T
IP I'TIPf T
lPr t
IP I T
IPI 1
iP I T
IPT 1
IP I T
IPI T
0. 04
0.13
0. l-9
0.25
0. 34
0.44
0. 59
r. 60
0 .88
0. 51.
0. 60
0.43
0.49
0.3s
0.40
0.31
0 .3s
0.2s
0. 30
0.25
o.29
0.26
o.29
0.26
Q.02
I
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95: INl, 99Inlet hydrographs : I - .tncoming hydrograph
X - Exi[ hYdrograPh to system
R - Poncl or reservoir/L
ITTI
TI
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-t.- --- -- -- - +--- -- -- -- + - - -- - -- --'t ---- - --- - t
0.00 0.50 1. 00 1.50 2.00
0.00 0.50 r.00 r..50 2.00
J ---------+---------+---------t---------+tllllt* I I I I
l,, llill*llllt*l lll
| *l I I Itll* ¡t¡tltltllltltlrltl
0.04 0.04
0 . r.3 0.1.30.19 0.19
0. 25 0 .250.34 0.3c0.44 0,440.59 0. s9r.60 1.60
0 .88 0.880.s] 0.51.
0. 60 0. 600.43 0.430.49 0.490.35 0. 350.40 0.40o.31 0.31.
o. 35 0. 3s
I l* Itllll*l| *l II l* |I *l II *l Il*l I
l*l Il*l It*l I
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0 .00
0 .00
0. 00
0. 00
0. 00
0.00
0.00
0. 00
0. 00
0. 00
CTIRISTENSEN DEVEOLPMENT
1020
1080
t 1-40
L200
126A
1320
1380
1440
T ime
96: CHA
0.25
0. 30
o.2.5
0.29
0.26
0.29
0.26
0.02
0.25
0. 30
o.25
0.29
0.26
0.29
0.26
0.02
0.00 I0.00 I0.00 I0.00 I
0.00 I0.00 I0.00 I0.00 I+---- -----+- ---- ---- 4--------- *
0.00
25r, 35f, 346, 351, 346 Lengl-h :
GrUP :
GrDn :
InvUp :
Tnv0n :
Link number t
NOTE: Adjusting hydrographs f<¡r worst case
QAdding SLo into Ëvent'
GAdding Diurr¡af into Design
GAclding Event i-nto Design
Average Design FIow
Storn flow (no SF)
Design flow incLudirtq SF
Combined St'
CHD Maximum veloci t-Y
CHD Minimum velocltY
CHD Manning.g t'n"
CI'ID f,eft side sloPe
CHD Bottom width
CtlD Ri.ght si.de sloPe
CHD Minirnum freeboard
CHD Exfiltration
Ch.anrìêl SloPe
Design flow
Depth of f.Iow
VelociLy
Travel t-ime
l{idLh of surfacc
0.50 1..00 1.50
251.00 Feet
351 .00 Ê'eet
346.00 Feet
351,00 Feet
346,00 Feet
I
situat ion
0.00 CuFt/Sec
1.604 cuft./Sec
1.604 CufE/Sec
1 .000
6.0000 FPs
0.3000 FPS
0.2000
3.0000
5.00 Eeet
3.0000
1.0000 Feet
0.0000 rPH
0 . 0r.99
1. 60 Cufr/sec
5.54 Tnches
0.4 6 Feel:
0.54 Ft/.Sec
7.69 Minutes
7.'77 FeeL
DownsLrearn hYcìrograPh in CfS (InitiaÌ time=?.69 min):
C: \HYDR,A\CMD\
'l .w.morrissette & associates
::=:a:=:==J=====g-=====:===.'g=:=:=É====-"i===-ás=::=E===:ã'':====È===:
C : \HYDRA\CMD\CHRJSTEN . CMD
CHRISTENSEN DËVEOLPMENT
0.0000 0.5000 1.0000 1.5000 2.0000
+--------- t---------+-- -------+---------+
t.---------+---------f ---------+---------+0.o0oo 0.s000 1.0000 1.s000 2.0000
LOT2
HYDRA Version 5.85Page 34
11:45 3-Sep-104
LOT2
9
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C : \ l'lY DI{A\ CMD\CHRI.STEN
Holcl [41
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68
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188
248
308
368
428
488
s48
608
668
728
7tl8
848
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968
LO28
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1148
12 08
1,268
r328
1388
L448
Time
0.0400
0, r.283
0.1939
0. 2s45
0.3394
0.4 366
0.5893
r.6042
0.8762
0.5121
0.5959
0.4301
0.4 906
o.3452
0.4031
0.3081
0. 34 56
a.2482
0.2953
0.2s36
o.2929
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0.26r.9
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From lineIn f i.le
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1O0: REM
FRONTAGR, ROADVüAY AND PARC
AND FLOI{ BETTÌNF:N PARCELS 2
101: REM AND INTO TltE'INFTLTRATION POND. SWAI,E 2 TREATS THti SToRMWATER ERo
M THR PARCEI, L I'¡HICH DISCHARGES INTO A CB. SI,'¡AL!',3 TRL:¡\TS TttE
STORMWATER FROM lHE] PARCE.L 2 WHICH ÐISCHARGE INTO A CB AND IS COMBINED ÍüITH
FROM STIIALE 2AND Ê.LOÚü NORTH OR PARCEL 2 INT
102.
103:
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Looking up record number
Itold INumJ
Looking up record number
98:99: RE[,!
NEff'l
RSC
SI'IÀLE 1 TREATS THE STORM!{ATER FROM THE
EL3
FRONTAGE ROADWAY WHICH OIÍìCHABGE INTO
AND 3
SÛ.IALE I
PARCEL3C
1
3
2
7
105: REC NEROADÍ¡IAY
C:\HYDRA\CMD\ HYDRA VETSíON 5.85
j.w.norrissette û associat€s Page 35
=b-==ÉE===-=-=-::=t====::=_+'===tte:=É=:tÈ=='+==:t:=--t:==-F:==t=:==E::-æ=:==-======c:\HYDRA\cMD\cHRrsrEN.cMD 11:45 3-sep-L04
CHRISTENSEN DEVEOI,PMEN
106: INL 99
L0?: CHA 100, 346' 344'5, 343'13, 341'13
LengLh : 100,00 Feet
GrUP : 346.00 Feet
GrDn : 344.50 Feet
InvUP : 343'l'3 Feet
InvDn: 341.13 Feet
Link nurnber : 1'0
NoTE:Adjustinghydrographsforworstcasesituation
GAdding Sto lnto Event
@Adding Diurnal into Design
0Adding Event into Oesign
Average Desi<¡n Flow : 0'00 Cr¡Ft/Sec
Storm flow (no SF) z 2 ' 351 Cuft/Sec
Design f low including SF : 2'351' Cuft'/Sec
Combined SF : 1.000
CHD Maxinum velocitY : 6'0000 FPS
cHD Minimurn velocity : 0.3000 FPS
CHD Manning's "n" ¡ 0.2000
CltD teft side sloPe : 3'0000
CHD Bottom wiclth : 5.00 Feet
CHD Right sicle sloPe : 3'0000
CHD Minimum freeboard ¡ 1 ' 0000 Feet
CtlD Exfiltration ¡ 0,0000 IPH
Channel Sì-oPe : 0. 0200
Des.ign flow : 2'35 Cuft/Sec
Depth of flow : 6.85 Inches
: 0'57 Feet
VetocitY : 0. 61 Ft./Sec
Travel time ; 2,71- Minules
?,tj.dth of surface : B'43 Feet
Downstream hydrog¡raph in CFS (Init'ial time'=3'02 min) :
0 . 0000 L . oo00 2.0000 3. 0000 4 . 0000
Time3 0.051063 0. l7t4
L23 0.2960183 o. 4 154243 0.5397303 0.6778363 0.8898423 2,3506483 1,2130543 0 ."137 0603 0.8r.65
663 0.6127''t23 0. 6688783 0. 4838843 0.5488903 0.4285963 0.47s0
1023 0.3411
I -.----..--
¡ ---- -| ----'-
I ------t-----'-
| *==:
t ----I --- '
+----- ----+----- ----+---------+ - --------+lr¡lrlti
i ====:===- | :=e====== | =È=
| *===-*==:l= I
C: \HYDRA\CMD\j.w.norrissette & associates
HYDRA Version 5.85Page 36
C : \HYDRA\CMD\CIIRI sTEN . CMI)
1083 0.4058 | =*=l-143 0.3503 l=-=r203 0.40i.r l=::1263 0.3550 l=:=r323 0.4011 | =:=1383 0.3550 I =-:L443 0.0324 ITime +- ---- -- --+ ------ ---+- ----- -- -+---------+
0 .0000 L . 0000 2 . 0000 3. 0000 4 .0000
108: IIOL swA].El
Tag : SWAtFilLink : 10
From line : t08In file : C:\HYDRA\CMD\CHRISTEN
Sent to : tlolcJ[1]
109:
110; NBW SWÀLE 2lli: REC LOTI
Hold [NumJ : 3
Looking up record number ¡ B1L2t INL 99
113: CHA i00, 34A, 342, 344,5, 341
Length : 100. 00 ¡'eet
GrUp t 344 .00 Feet
GrDn : 342- 00 Feet
InvUp : 344.50 Feêt
InvDn : 341.00 Feet
Li.nk nu¡nber : lL
NOTE: Adjusti.ng hydrographs for worst case situation
GAdding Sto ínto Event
@Adding DiurnaL into Desisn
0Adding Elvent into Design
Average Design Flow : 0.00 CuFt/Sec
Storm flow (no SF) : 0.673 Cuft/SecDesign flow .incJ.uding SF : 0.673 Cuft/Sec
Co¡nbi"ned SF : 1.000
CHD Maximum velocity : 6.0000 FPS
CHD Minimum ve.locity : 0.3000 FPS
CtlD Mannings "nt' : 0.2000
CHD Left sicle slope : 3.0000
CHD Bottom width : 5.00 Feet
CHD Right side sJ-ope : 3.0000
CHD Mini¡num freeboard : 1.0000 Feet
CHD Êxfiltration : 0.0000 IPH
Channel Slope : 0.0350
Desi.gn flow : 0.6? Cuft/Sec
Dept.h of fLow : 2.88 Inches: 0.24 FeetVelocity : 0.49 FtlSec
Trave1 time : 3.38 Minutes
rr.ÈE=::=====+-==
L1:45 3-Sep-104
CHRISTENSEN DEVEOTPMENT
C: \HYDRA\CMD\j.w.morrissette & associates
HYDRA Version 5.85Page 37
C : \HYDRA\CMD\cHRI STEiN . CMD
CHRTSTENSEN DEVEOLPMENTt{ídth of surface :
Downstream hydrograph in CFS (Initia1 time=21.90 nin):0.0000 0. 2000 0. 4000 0 . 6000 0 . 8000
=-=ÉaE€-======
Time28 0.01588B 0.05s4L48 0.08442A8 0. 1108268 0.L47'l328 0.1900388 0.2s59448 0.6727
508 0. 4406568 0.2005
628 0.279't688 0.1820'148 0.2190808 0. 1557868 0 , r.741
928 0.L425988 0.1451
1048 0.1r.871108 0.L2L4
11_68 0.1187
1,228 0.L2L47288 0.12L4
1348 0.12141408 O,L2L47468 0.0158
Time
11:45 3-Sep-10C
6. 4 4 t'eet
+---------+---------+---------*---------+
0.0000
114: I{OL SWALE2
1 r.5:
116: NE$, Sl,¡AtE, 3
L1.1: REC LOT2
11B: INt 99119: CHA 100, 346,
l:==r====
| ===
I --------- ¡ -------_- I| --------- | --------- I
t::==::-3= Il::::=-=-* | *==
le=*s==: I
I -------- r| - ------- I
I - ----- r| ------ t
l::==r= I
I -_--- IIl====: Ilr+---------+ ---------+--------- +--------- +
0.2000 0. 4000 0. 6000
Tagtink
From linefn file
Sent to
l,ooking
344.5 , 344,5,
HoId[Num]
up record number
34L
tength
GrUp
GrDn
InvUp
InvDnLink nr¡¡nber
0.8000
SWALË2
L1
114
c : \ HYDRA\ CMD\CHRI slEN
Hol.d [ 2]
L00.00 Feet
346.00 Feet
344.50 Feet
344.50 Feer
341,00 Feet
L2
C¡\flYDRA\CMD\ HYÐRA Version 5'85
ì -w.rrorrissette & associaÈes Page 38
t=:=--=:=-===É-==F=:=
=::F:== s::=*=::=€=:= -=:=:==:==:==æ==ã-==
g::= =:=-Ê==ã=-==g===
C:\HYDRA\CMD\CHRISTE:N'CMD 1L:45 3-Sep-L04
C}iRISIENSEN DEVEOLPMENÎ
NOTE: Adjusting hydrographs for vtorst case situation
@Adding Sto into Event
OAdding Diurnal into Desi'gn
GAdding Event into Design
Average Design 5'1ow : 0'00 CuFt/Sec
Storñ fl-ow ino SF) : l-'604 Cuft/Sec
Design flow includinq SF : L'604 Cuft/Sec
Combi.ned SF : 1- .000
CHD Maximum velocitY : 6'0000 FPS
CltD Mininum velocitY ; 0'3000 t¡PS
CHD Mannings rrn" : 0'2000
CHD Left side sloPe : 3'0000
CHD Bottom v'¡idth : 5'00 E'eet
CHD Right sicle sloPe : 3'0000
CHD Mini¡num freeboa¡1d : 1"0000 Feet
CHD Exfil.tration : 0'0000 f PII
Channel- SloPe : 0'0350
Design flow : 1"60 Cuft/Sec
Depth of flow : 4'?3 Inches
: 0.39 Feet
Veì.ocitY : 0'66 FtlSec
TraveL time : 2'53 Minut'es
Wiclth of surface : 7.36 Feet
Down.streamhydrographir:CFS(Initialtime=10'22min):0.00ó0 0.s000 1.0000 1'5000 2'0000
+---------+---------+
I
t__t--
I -.--I -'--I -_- -.-t----'
I -- ----| --'----
l:e:=:æ:=I
| *-==:=::= | =
| =:=*===== [====:=:=.= |==-=====: [ =
| :=-*==--s l:---==
l:=-r===-u= |
lr:=:=*:=== l=
l=:====*= t
l'r===re=== |
I __-.---
I ---- ---
I -- .----
í:::-=:I
I -----t----
I -----,-t---'--
I
-_-., -l ---'-I __---I
I
I __- --I
I __--
I
T.irne10 0.0377'to 0.1258130 0. 1950190 0.2516250 0.33973ro 0.4341370 0.5914430 L.6042
4 e0 0 .8?45s50 0.5096610 0. s977670 0.4278?30 0 .4 907790 0.3460850 0.4026910 0.3083970 0.34601030 0.?.454
1090 0.2957
1r.50 0. 25I6
1.210 0.2957
72'10 0.25791330 0.2894
1390 0.26421450 0.a2s2
T'Lme t---------+--------- t---------- f---------+
C:\HYDRA\CMD\ HYDRA Version 5'85
j,w.morrissette & associaEes Page 39
-=====+===:=-:::==:tc=:=::===¡r'!€-::=:====g==:=:=:-#
!=== =:::::==-_'2=::==
C : \ HYDR.A\CMD\CHRISIEN . CMD L1:45 3-Sep-104
CTIRISTENSEN DEVEOTPMENT
0.0000 0.5000 1.0000
t20-. Hoi., s$lALE3
1.5000 2.0000
Tag
Link
From IineIr¡ file
Sent to
12l:
122: NEW INFILTRÀTION
L23: REC SWAIEI-
I24t REC St'lALE2
Ho [d INun]
record number
¡oId INum]record numb¡erLooki nq up
L25t REC SWAI,E3
Holcì[Numl : 3
Looking up record number : IZ
126z RÊtr l0/2.15 /)'t5s9/2.151 0. 0002 r1s59.000
L27 ¿ RE;S 34 3, 341' 34 3, OVER
Nu¡nber of poinEs on Vol.ume/D.i.scharge curve :
Maximum capacity of reservoir :
Inlet elevation :
OutteL elevation:Link number :
NOTE: AdiusLing hydrographs llor worst case
0Adding Sto into Event
@Addi.ng Diurnal inLo Design
0Addlng Event into Desicln
Average Design FIow :
Storm flow (r¡o SF) :
Design flow including SF ;
Combined SÈ' :
Diversiorr hydrographs :
T - Incoming hydrograph in CFS
X - Exit hydrograph in CFS
: SWALE3:12: 120: C¡ \HYDRA\CMD\CHRISTEN: Hol.d [3]
POND
Looking up
1
10
2
1i
2. 150
2.150
2
INFI NÏTE
343.00 F'eeL
34 1.00 Feet
13
siLuation
0.00 CuFt/Sec
4.628 Cuft/Sec
4.628 Cuft/Sec
I .000
V - Volume of Reservoir in CrrFt
divided byL0000
C¡ \IIYDRå\CMD\
J,w.norrigsetÈe & assocÈates
IIYDRA Version 5,85Page 40
C : \ IIYDRA\CMD\CI{RI SÎEN . cMo 1L:45 3-Sep-104
CIIRISTENSEN DEVEOLPMENT
0.00 1.25 2.50 3.75 5. 00
¡ ---------+---------+---------+------ ---+Time
3
63
123
1.83
2,43
303
363
423
483
s43
603
663
723
'78 3
843
903
963
r_023
108 3
1143
1203
L263
1323
138 3
1443
lime
0. 11
0.36
0.5?
0. ?8
1.03
1.31
ï.7 4
4.63
2.s3
1.{5
1.?0
L.22
1.38
0.98
1.13
0.87
0. 97
0. 71.
4.82
ù,'t2
0.82
0.7{
0.82
0.75
0.08
0. l1
0. 36
0.sr
0.78
1 .03
1.31
L.74
2.L5
2.15
2.15
2-.t5
2.15
2.15
0.99
1. 13
0.87
o.97
0.71
0. 82
a.12
0,82
o.7 4
0. 82
0.75
0.08
0.00
0.00
0.00
0.00
0. 00
0. 00
0. 00
0. s9
L.03
0. 78
0. 6L
a,28
0.00
0. 00
0. 00
0.00
0. 00
0. 00
0.00
0.00
0.00
0. 00
0.00
0.00
0.00
Il*l*l*
I
I
Ilv
Ilvlv
lv
x
x
X
x
X
X
+----- ----+---------+---------+---------
0.00 L ,25 2.50 3. ?5 s.00
I
I
I
I
I
I
III
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
+
128: END
APPENDIX A-2_
DRAINAGE BASIN MAP AND GRADING AND DRAINAGE PLANS