HomeMy WebLinkAboutMIDDLE CREEK VILLAGE STORM WATER DISCHARGE LEGALP.2Jul ZZ O3 O1:32P
Bill Owens, ,--ovemor
Douglas H. 6enevento, Executive Director
DedicatedtopoteaingaodimprovinithehealthandenvircrlmentoithepeapleoiColorcdo
4300 Cherry Creek Dr. 5. Laboatory and Radiation Se'vices Division
denver, Coiorado e O246-15JO 8100 LowD' Blvd'
Phone a3O3) 692-2000 Denver. Colorado 80230-6928
TDD Line (3o3) 691-7700 (303) 692-3090
Located in G lendale, Colorado
htp{,4ttrt, cdphe,stale.co. us
Juiy 11, 2003
Bo Simon, Project l'4aaager
I{eidor Colstructioa Inc.
6350 County Roati 335
New Castle, CO 81647
970/984-25r5
RE: Firral Permil, Colorado Discbarge Permit Systen- stormwater
STATE OF COLORADO
Colorado Department
of Public Health
and Environrnent
Anticipated Activity: 07 1LSD003 through Ogl0l/2004
On 10 acres (7 acres clisturbed)
Dear Sir or lr{adaur
Enclosed please litd a copy of the permit cettification that was iSsued to you unde't the Colorado Water Quality CoDtIol
Your certificaliou under the permit rcqulrss ti:at specific actions be performed at designated timss You are iegally
obligated to comply with all te ns and conditions of your ccrtification'
J\*ote that Ore stonDwaEr perm.it foI coastruction activities now co!'ers construction sites disru:bing dou'n to one-acre (the
Dlevious threshold uas 5 acrcs). Effcctive Ju!., I, 2 00,2. an)' constuctiotr activity thet disturbs a( least I acre of land (or is
Iliillrir"J;;""--" pt." o'raii'"rof-""t 6r sale rfiat vill disrud) at least 1 acre) rmst applv for pern:it coverage'
please read the psanit and cerlilicalion. If you have an1' questions please r"isit our website at
iril;,/*;;; "dph"-ror"..o.or/*q/permitsunit/*'qcclpnrt.hirnl,
or contact Matt Czahor at ('103) 692-3575'
Sincerely,
/1/u4494
Kathryr DolEi'
C"l*
Certification No:
Local Contact:
Stormwater ?logram Coot'dinator
?ermits Unil
\VATER QUALITY CONTROL DIVISION
Enclosule
xc: Rcgional Clor.:ncil oi Cove:1ul)ents
Loccl Corrntl' llealth I)eFarmrent
Districi ilnc.ir,t,':r'. Tcclrlicnl Servrces' \\QCl-r
P el-r );i l'ili
COR-035430' Eagle CountY
Middle Creek Village
Bo Simon, Project Manager, 9101 984'25t5
JUL 22 O3 O1:32P
Pernit No. COR-030000
Facility No. COR-03543 0
PAGE I of17
CERTIFICATION
CDPS GE,NERAL PERMIT
STORh/flWATER. DISCHARGES ASSO CXAT'ED WITI{
CCNSTRUCTION
Construction -Activity: The construction actir"ity includes excavatio:r for a Stucture ard
utilities.
This permit specifi ca1ly authorizes: Meldor Construction fnc.
to discharge stormwater from the facilitir identified as Mddle Creelc Village
rvhich is located at: 101 Mabelle Circle
Vail, Co 81631
latitude 39/38/'76,longitude 106/22/86 in Eagle County
Gore Creek to:
effecrive: 07!08/2003
Arurual Fee: $449.00 (DO NOT ?A\a NO\\f. You will receive a prorated bill.)
p.3
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' STI)R}IWATE}I MANAGEh{ENT PL.A.I{
BIIST I{AU.A(;EM!I'!IIT f'RACTICES
l'cl-..
MIDDLE CRE EK .4!.,'FORDAB-LE IIQUIiING
Tcw:r of Vail. Ea$e CtarultV, Colorado
March 2003
Preparei For:
Coughiin & Company. Inc.
140 E. l9t}r Ave., Suite 7C[)
Denver, CC 130203-1035
PrepareC by:
Peak Civil Enginecring
1000 Lion's Ridgs Loop
Vail, CO 81657
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Storm$at€r Managemenl Plan Middle Crcek Affordable Housing
SITE DESCRIPTION AND EXISTING CONDITIONS
The proposed Middle Creek Affordable Housing development consists of 142 aparnnent style
units anO an Early Learning Center on a6.673 acre site. The site is bound by the Qwest lot and
building (Mountain Bell Tower) to tle northwest, open space to the north and west Town of
Vail BLM Lot I to the eas! and loterstate 70 Highway ROW to the south. Middle Creek runs
along the sites westem border and enters an existing culvert under the North Frontage Road. The
housing units will be located in three buildings on the site, one of which will include an
underground parking garage. The Early Learning Center @LC) will be located in a separate
building on the southeast corner ofthe site.
The existing site is comprised of two daycare buildings that will be relocated into the proposed
ELC, an aciess drive, associated parking, and open space to the east. The site generally slopes
and drains from the north to south. Slopes range from moderate on the southem portion of the
site to steep (>40y") on the northern portion of the site. Vegetation on the undeveloped portion
of the site consists of cottonwoods to the west, sage brush and small aspen gtoves on the center
and eastem portion ofthe site, and sage and conifers on the northern steeper slopes ofthe site.
Soils on the site are of hydrologic soil type C as indicated on the US Forest Service soil maps.
Elevations on the proposed developed portion of the site range from approximately 8205 feet
above mean sea levefto 8280 feet. Stomrwater runoffwill be the only component of discharge
from this site.
PROPOSED CONSTRUCTION ACTIYITY
Proposed constnrction activity for development consists of4 buildings (3 residential, I daycare),
associated access drives and parking, widening ofthe North Frontage Road, pedestian paths,
and associated infrastrrcture as shown on the plans.
EROSION AI\D SEDIMENT CONTROL
Stabilization techniques should be emphasized throughout the construction process. Use of
sediment removal devices shall be used as an additional mqnure to minimize offsite sediment
transport from disturbed areas.
If an area remains exposed or inactive for more than 14 days a suitable means of stabilization
shall be implemented to control erosion. Surface roughening, mulching, or mulching and
seeding arJall effective means of stabilization. Slopes greater than 15% shall be stabilized with
hydromulching, erosion control blankets or a similarly effective approach. Final stabilization of
alt disturbed areas shall occur within seven days ofreaching final grade.
The use of silt fence, straw bale dikes and stone check dams should be implemented throughout
the site downgradient of all disturbed areas. The use of stone check dams or equivalent measures
should be emphasized at the inlet of all culverts and curb inlets to prevent sedimentation of
stormwater clrainage structures. Sediment buildup shall be periodically removed from behind
staw bale dikes and stone check dams during routine inspections of the stormwater management
I Slormwatu Managem€nt Plan Middle Creek Affordable Housing
t system. Silt fence will be installed properly, and kept in working condition throughout the
proJecl.
I Temporary ditches and sediment removal ponds used to direct stormwater during construction
shall be seeded, fertilized and mulched as soon as they are installed. Once construction is
I complete and the disturbed areas are stabilized, temporary ditches and sediment removal ponds
I are to be removed and the disturbed area from this activity shall be stabilized appropriately.
I Limits of disturbance shall be minimized with a priority placed on protection of existing
I vesetation. Anv activities outside of the limits of disturbance associated with the road
coistruction, such as the construction of water, sewer liaes and shallow utilities shall be
I stabilized appropriately.T
Off-site soil tracking shall be limited by providing a stabilized construction entrance on the site.
I The contractor will be responsible for minimizing the tracking of soil off-site by maintaining ther construction entrance with the addition of more crushed stone as required. The public roadway
shall be swept or washed using a mechanical sweeper should mud be tacked onto it. Any areas
I subject to rutting will be stabilized immediately. I],ust contol m€asures shall be irnplemented tor minimize the transport of airbome soil from disturbed areas. Exposed areas shall be periodically
moistened with water adequate to prevent dust.
Ir Final stabilization is reached when all soil disturbing activities at the site have been completed"
r and uniform vegetative cover has been established with a density ofat least 70 percent ofpre-
I disturbance levels, or equivalent permanent, physical erosion reduction methods have been
employed.
- MATERIALS HANDLING AI\D SPILL PREVENTION
I The major potential pollution sources will include on-site vehicle fueling by mobile fuel trucks
and fertilizers or chemicals used on-site. Maintenance on equipment and fueling will take place
I on site wherever the construction equipment is working. Care will be taken to avoid spills
I during maintenance and fueling operations. Accidental spills shall be cleaned up immediately
with chemical absorbent pads. Mobile fuel trucks should be utilized for fueling operations. If
I temporary fuel tanks are utilized a secondary containment berm shall be constructed and lined
I around the tank. The berm shall be constructed to contain a minimum volurne equal to the size
of the storage tank. The contraator shall prepare a plan to mitigate any potential chemical, fuel or
r other hazardous material spills. There shall be no fertilizers or chemicals left exposed to the
I elements.
I Stockpiles of topsoil and road base material shall have proper sediment controls such as silt
I fence surrounding the base ofthe stockpile. Exposed stockpiles left inactive for more than 14
days shall be mulched or stabilized.
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Stormwat€r Managemenl Plan
INSPECTIONS
Middle Creek Affordable Housing
It is the responsibility of the contractor to obtain a stormwater discharge permit from the
Colorado Department of Public Health and Environment, Water Quality Control Division, for
construction activities that disturb one acre of land or more at least l0 days prior to the
anticipated date of discharge. In addition, the contractor is responsible to abide by all
requirements of the stormwater discharge permit.
The conhactor shall make a thorough inspection of the stormwater management system at least
every 14 days and after any precipitation or snowmelt that has the potential to cause surface
erosion. The contractor shall inspect the erosion and sediment contol measures on the site to
ensure that they are maintained and operating conectly. In addition, general maintenance shall
be performed regularly, to institute preventive measlues that would improve the efficiency of the
stormwater management system.
The contractor shall revise and modiff any descriptions ofpotential pollutant sources and
pollution prevention and contol measures, based on the inspection. Modifications to any
pollution prevention and contol measures shall be made in a timely manner, but no later than
seven calendar days after the inspection.
The contractor shall keep an inspection log documenting any defects and corrective actions taken
to mitigate deficiencies in the stomrwater management plan. Typical inspections shall check
road ditches, culvert inlets and outlets, silt fence, temporary sedimentation ponds and any slopes
where rutting may occur. The inspection logs shall be made available to the Colorado
Deparfrnent of Public Health and Environment, 'Water Quatity Control Division upon request.
The contractor shall retain copies of the stormwater discharge permig stormwater management
plaq inspection logs and any other associated documentation for a period ofat least three years
from the date that the site is finallv stabilized.
RETENTION OFRECORDS
The contractor shall retain a copy of the Storm Water Management Plan at the construction site
from the date ofproject initiation to the date offinal stabilization. lnspection logs shall be kept
on the construction site documenting all activities associated with implementing the Storm Water
Management Plan.
The contactor shall retain copies of the Storm Water Management Plan and all reports required
by this permit and records of all data used to complete the application to be recorded by this
permit, for a period of at least three years from the date of final stabilization.
Details
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10'-I
.-
EXISTING
PAVEMEI'IT\
-T
10'
-I
EXISTING
PAVEMENT
EARTH
PROFILT
MOUNTABLE BERM
(0ProNAL)
CONSTRUCTION SPECIFICAIONS
STONE SIZE - USE 2'' CRUSHED SCREENED ROCK.
LENGTH - AS REQUIRED, BUT NOT LESS THAN 50 FEET.
THICKNESS - NOT LESS THAN SIX (6) INCHES.
WDTH - TEN (10) FOOT M|N|MUM, BUT NOT LESS THAN THE FULL WIDTH AT PoINTS WHERE INGRESS
OR EGRESS OCCURS.
FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OF STONE.
SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES
SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:']
SLOPES WLL BE PERMITTED.
7. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING
OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING
WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEAN OUT OF ANY MEASURES
USED TO TRAP SEDIMENT. ALL SEDII/ENT SPILLED, DROPPTD, WASHED OR TRACKED ONTO PUBLIC
RIGHT_OF-WAY MUST BE REMOVED IMMIDIATELY.
8. WASHING - WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTRANCE ONTO PUBLIC
RIGHTS-OF-WAY. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH
STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE.
9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALT BE PROVIDED AFTER EACH RAIN.
10. STABILIZED CONSTRUCTION ENTRANCE MUST BE INSTALLED BEFORE BEGINNING CONSTRUCTION.
1.
2.
5.
o-
EXISTING
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"urrr*, -/
PLAN VIEW
1 CULVERT
NOTES:SECTION A_A GEOTEXTILE
1) usE 2" TO 3" STONE.
2) PLACE STONE OVER GEOTEXTILE.
3) ONCE THE AREAS UPSTREAM FROM THE CHECK DAM ARE STABILIZED BY VECETATION, THE
SEDIIVENT TRAPPED BEHIND/WITHIN THE DAM SHALL BE RELOCATED TO AN AREA UNDERGOING
FINAL GRADING.
4) THE CHECK DAMS SHALL BE FLATTENED AND GRADED IN A MANNER WHICH PROTECTS THE
AREA FROM EROSION AND CHANNEL BLOCKAGE. (CEOTEXTILE MUST BE REMOVED).
THE GEOTEXTILE SHALL BE DISPOSED OF OFFSITE.
THE AREA CONTRIBUTORY TO THE CHECK DAM SHALL NOT EXCEED 1O ACRES.
TEMPORARY ROCK CHECK DAM
AT CULVERT ENTRANCE
o,,
PIPE
DIA
l5'7'
l8'
7'
30"6
O ' oo'- . oOo o'-o -O O\FMEN"o ^o
i^": o?l-\
F"{."-""r:
"ffi";y6.
ir$a L..u-s- oo 0
3t'.:""1 W
,Z
NOT TO SCALT
(14 1/2 GA.
WITH FILTER
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WOVEN
t\4AX. 6"
lvlRE FENCE (MrN. 14 1/2 GAUGE,
MESH SPACING)
36,, MIN. FENCE POSTS,
DRIVEN MIN. 16" INTO
GROUND
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HEIGHT OF FILTER
= 16" MlN.
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8" MlN.
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WO!€N WIRE FENCE
6" MESH SPACING)
PERSPECTIVE VIEW
CLOTH
SILT FENCE
N.T.S.
FENCE POST
UNDISTURBED GROUND
16" MtN.
POSTS: STEEL EITHER T OR U TYPE OR
2'' HARDWOOD.
FENCE: WOVEN wtRE, 14 1/2 GA. 6"
MAX. MESH OPENING.
FILTER CLOTH: FILTER X, MIRAFI 100X,
STABILINKA T14ON OR APPROVED
EQUAL.
PREFABRICATED UNIT: GEOFAB,
ENVIROFENCE, OR APPROVED
EQUAL.
EMBED FIL]ER
MIN.8,'INTO
f "l'
I
20" MrN.
GROUND
SECTION
CONSTRUC'TION NOTES FOR FABRICATED SILT FENCE
1.WOVEN WIRE FENCE TO BE FAS]ENED SECURELY TO
FENCE POSTS WITH WRE TIES OR STAPLES.
FILTER CLOTH TO BE FASTENED SECURELY TO
WOVEN WIRE FENCE WITH TIES SPACED EVERY 24''
AT TOP AND MID SECTION.
WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH
OTHER THEY SHALL BE OVERLAPPED BY SIX INCHES
AND FOLDED.
4. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND
MATERIAL REMOVED WHEN "BULGES" DEVELOP IN
THE SILT FENCE.
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SR" W
(PREIIRRED) [V
w
- UNROLL MAT ONTO GROUND IN DIRTCTION OF T/AIER FLO['.
- MAT SHOULD LIE FLAT. DO NOT STRETCH MAT OVER GROUND, STRETCHING MAY
CAUSE MAT TO BRIDGE DEPRESSIONS IN THE SURFACE AND ALLOliv IROSION UNDERNEATH
- BURY TRANSVERSE TERMINAL TNDS OF MAT TO SECURE AND PREVENT EROSIVE FLOW UNDERNIATH.
- SECURE MAT SNUGLY INTO ALL TRANSVERSE CHECK SLOTS.
- BACKFILL AND COMPACT TRENCHES ANO CHECK SLOTS AFTER STAKING THE MAT IN BOTTOM OF TRENCH.
- OVERLAP ROLI ENDS BY IHREE (3) FEIT (|',|IN.) $IITH UPSLOPE MAT ON TOP TO PREVENT
UPLIFT OF MAT END BY WATER FLOW. IF INSTALLING IN THE DIRECTION OF A CONCENTRAIED
WAIER FLOU START NEW ROLLS IN A TRANSVERSE DITCH.
- OVERLAP ADJACENT EDGES 0F MAT BY ]HREE (3) TNCHES (MrN.) AND STAIG.
- WOOD STAKES ARE RECOMMENDED FOR PINNINC MAT TO IHE GROUND SURFACE. STAKES
SHOULD BE I" X 3, NOMINAL STOCK CUT IN A TRIANGULAR SHAPE, STAKES SHOULD BE
12' TO 18' LONG, DEPENDING ON SOIL DENSITY,
- DRIVE WOODEN STAKES TO WI1NIN THRIE (3) INCHES OF GROUND
SURFACE. DO NOT DRIVE FLUSH 1O SURFACE.
- IN ALL TRANSVERSE TIRMINAL TRENCHTS AND CHECK SLOTS, STAKT TACH MAT Ai ITS CINTER AND
OVTRLAP EDGES BEFORE BACKFITTING AND COMPACTING.
- STAKE oVERLAPS LoNGTIUDTNALLY AT INREE (3) T0 nW (5) F00I INIERVALS.
GENERAL /N.STALLATION GUIDELINES
FOR EROSION CONTROL BLANKET
TERMINAL TRENCH
TDGE CAP
N. T. S.
o:?4frU..' O 6(-)
",
o^Y,,"n U aq/-- 6.*o
10 rr",- o o^ oi A i "O"o o ' -o -C() -r"o?.-C U --, o A
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PLAN VITW \-RIP-RAP HTADWALL ST DsO NOTED ABOVT UNLESS
THIRWISE SPTCIFIID ON PLANS.
| """"""
I
UNDTRLAY RIP-RAP WITH 6" OF
GRAVEL OR GTOTEXTILE.
USE WIDTHS NOTTD ABOVT OR
CONFORM TO NATURAL CHANNEL
OR TOPOGRAPHY.
RIFER TO RIP-RAP HEADWALL
DETAIL FOR HEADWALL SPECIFICS.
6,' GRAVTL OR GIOTTXTILE
RIF-RAP AFRON
=
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U L W D50
12"J -l 4"
t:)A'-T A'4"
t0 J b 0
1n"L-6 d 0
9'(J 6
JO 10'10'0
CROSS STCTION
N. T. S.
NOTIS:
.I.
MATTING/BLANKIT SHALL BE INSTATLED WITHIN THT SWALE, EDGES SHALL OVIRLAP BY 6" AND Bt
SICURETY STAPLED. AVOID OVERLAP IN BOTTOM OF FLOW CHANNEL WHERE POSSIBLI.
2. L0AM|NG AND SEEDING SHALL Bt DoNt PR|0R T0 INSIALLATION 0F THE MATTING/BLANKEI
(sEE EROS|0N CoNTROL NoTES FoR RATTS).
3. MATTING/BLANKTT SHALL BE SUITABLT FOR HIGH VTLOCITY DITCH LINING
4' WIDI MINIMUM, TANDLOK 435, BY SYNTHETIC INDUSTRITS OR
CURLIX III BY AMERICAN TXCELSIOR COMPANY.
It'/
A. BURY THE IOP IND OF THE MATTING/BLANKTT STRIPS
IN A TRENCH 6 INCHIS OR MORI IN DEPTH.
B. TAMP THT TRENCH FULL OF SOIL, STCURE WIH
ROI'/ OF STAPLIS, 6-INCH SPACING,
4 INCHES DOWN FROM lHE TRENCH.
C. OVERLAP - BURY UPPTR IND OF LOtvER
STRIP AS IN 'A, AND '8,. OVERLAP END OF
TOP STRIP AND STAPLE.
'vD. EROSION STOP - FOLD OF
MATTING/BLANKET BURIED IN SLIT
TRTNCH AND TAMPED;
DOUBLI ROW OF STAPLES. I I
V,
,"t /7,fur,
STAPLE OUTSIDE EDGE ON
2-FOOT CINTERS.
TYPICAL STAPLIS
NO. 11 GAUGE WIRI-T- -rr-\iillal llrr r-l I Ill_Ll Ii --l-J t..t^n It-tlt
-
WATERWAYS STABILI ZATI ON
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/: // / / /V"//9
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a .rZ/i:1',,'/f'\7 /// 7// l./277/ // )
1/tZ (Utt/ //1,_t,
WITH MATTING
N. T. S.
LAN KET
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PLAN VIEW
VARIES
SHOULDER FINISH GRADE
4,' TOPSOIL & SEED
IXISTING GROUND
3"-4" SIONI
TEMPORARY ROCK CHECK DAM
!o 9oo6> o
oo ?ooD
=1i"$[
/ 'oY"oo/ 0 ^ou ^oooojo ploo
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oe
a"d 9oo opoaa^4p opoa
O_ O_ n " O O_ nO" Oo o-<) o-O
o"C 9o 9ooo"d l9ooo- o.ooJo o;0.]o
ooo^o oeloo ;' ,9,d ofoo
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=
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i4gS.^d.rfsi3?p.:
N.T.S.
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FLOW
STAKE TOWARD
LAID BALE
STRAW BALE DIKE
\t t/tt//a|&r,'A I l'//./t-
\ 'vt ' ll.- ,' Zij!--lL5-i7
BEDDING DETAIL
tr ^tr
ANGLE FIRST
PREVIOUSLY
FLOW
)//4lt///t/
BOUND BALES PLACED ON
CONTOUR
2 RE-BARS, STEEL PICKETS, OR 2"x2" STAKES
1 1/2' rO 2' rN GRoUND, DR|VE STAKES
FLUSH WITH BALES.
.,17lv-9-"'---
liila-" ,,,,
R,i
2
1.
a
J.
5.
CONSTRUCTION SPECIF CATIONS
BALTS SHALL BE PLACED AT THE TOE OF A SLOPE OR ON THE CONTOUR AND IN A ROW
WITH ENDS TIGHTLY ABUTTING THE ADJACENT BALES.
EACH BALE SHALL BE EIMBEDDED IN THE SOIL A MINII\/UIM OF (4) INCHES, AND PLACED
SO THE BINDINGS ARE HORIZONTAL.
BALES SHALL BE SECURELY ANCHORED IN PLACE BY EITHER TWO STAKES OR RE-BARS
DRIVEN THROUGH THE BALE. THE FIRST STAKE IN EACH BALE SHALL BE DRIVEN
TOWARD THE PREVIOUSLY LAID BAIE AT AN ANGLE TO FORCE THE BALES TOGETHER.
STAKES SHALL BE DRIVEN FLUSH WITH THE BALE.
INSPECTION SHALL BE FREQUENT AND REPAIR REPLACE[4ENT SHALL BE MADE PROMPTLY
AS NEEDED BY THE CONTRACTOR.
BALES SHALL BE REMOVID WHEN THEY HAVE SERVED THEIR USTFULNESS SO AS NOT TO
BLOCK OR IMPEDE STORI4 FLOW OR DRA]NAGE.
VERTICAL
ANCHORING DETAIL
STRAW BALE DIKE
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I Site Mao and Plan
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DRAII{.AGE PJP,)ii]
., Middle Creek .lfl'ordable Housing Project
I i .rr ^--_ _E rr^:t yr_-_r - ,a1-___L. -,-r^_^, -r Town of Vail, Eagle Conn{v, ColoradoI
I PreparedFor:
r Coughlin & Company, Inc.r ';:"x"13#a!l';#
I
I r".kcrTiBilf'*og, in..
I 1000 Lio{"s Ria;;l*n
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March..2003
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Table of Contents
I *"oorrt."Ooo PageI
l. Introduction 3
t 2. Pre-Development Conditions 3
3. Post-Development Conditions 4II 4. Hydrology and Hydraulic Modeling and Calculations 5
,. 5. Stormwater QualitY AnalYsis 7
I 6- Erosion and Sedimentation Control 7
r 7. Sunmary 7
T
I AppendixA- MapsandDrainagePlan
I Appendix B - 2-Year Storm Post-Development Drainage Data
I Appendix C - 5-Year Storm Post-Development Drainage Data
t Appendix D - l0'Year Storm Post-Development Drainage Data
I AppendixE - 2l-Year StormPost-DevelopmentDrainageData
I Appendix F - 50'Year Storm Post-Dwelopment Drainage Data
I Appendix G - 100-Year Storm Post-Development Drainage Data
r Appendix H - Drainage Details
I Appendix I - Stomr Sewer Plan
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Drainage Report
Middle Creek Alfordable Housing
Town of Vril, Eagle County, Colorado
For:
Coughlin & Company, Inc.
I. Introduction
The proposed Mddle Creek Affordable Housiag development consists of 142 aparhent
style units and an Early Leaming Center on a 6.673 apre site. The housing units vyilt be
located in three buildings on the sitg one of which will include an undergrognd parking
garage. The Early Learning center (ELc) will be located in a separate building on the
southeast comer of ttre site. The site is bound by the ewest lot and building (Mountain
Bell rower) to the northwes! open space to tle north and west, Town of Vail BLM Lot 1
to the east and Interstate 70 Highway Row to the south. Middle Creek runs along the
sites westem border and enters an existing culvert under the North Frontage Road.
The 'Hydro-cAD stormwater Modeling System' cqmFuter rnogram (version 6.0) was
used to perform the hydrologic and hydraulic analysis of the proposed dwelopm.ent's
stomwater nmoff. Runoffquantities were estimated and hydraulic capacities of the
proposed drainage system were analyzed using the program. This program is a derivative
of the USDA SCS TR-20 Hydrologic Method.
2. Pre-Dwelopment Conditions
The existing site is comprised of two buildings, an access drive from the North Frontage
Road, associated parking, and open space to the east. The two existing daycare buildings
cunently utilizing the site will be removed and tle daycare program will be relocated into
tle proposed ELC upon completion ofthe project. The existing drive also provides
access to the Qwest lot and 'Mountain Bell Tower'. Access to this lot will be maintained
with the proposed development plan.
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The site slopes and drains from the north to soulh. Slopes range from moderate on the
southem portion of the site to steep Q40o/o) on the northem portion of the site.
Vegetation on the undeveloped portion of tle site consists of cottonwoods to the west,
sage brush and small aspen groves on the center and eastem portion ofthe site, and sage
and conifers on the northern slopes of the site. Soils on ttre site are of hydrologic soil
type C as indicated on the US Forest Service soil maps.
The western Yt of the tils dlains to Mddle Creek at the westem boundary of the site. The
remainder of the site drains into the roadside ditch along the Frontage Road, where runoff
flows east and is directed into an existing inlet on the north side of the I-704{orth
Frontage Road interchange roundabout.
Middle Creek flows from north to south, approximately 250' west of the Mountain Bell
Tower. The Midalle Creek drainage ba.sin is app:roximately 6 square miles and is
included in the Flood Insurance Study of the Town of Vail dated Novemb er 2, 1982. "I\e
hydrology of the drainage basin will remain largely unchanged as a result of the proposed
development. The 100-yearfloodplainbasedonsheandeptfu as shownonfloodprofile
panels 07P thu 09P has been delineated and is shown on the Draiaage Plan and Stonn
Sewer Plan in the Appendix. .
3. Post-DevelopmentSiteConditions
Two access locations are proposed for the site from the North Frontage Road. The
western access is the main entrance to the housing units and also consists of a separate
bus entrance and stop. The access drive climbs up the site to the parking garage entance
and contains at-grade parking along the northem boundary ofthe site. The eastem access
consists of the entrance to the Early Leaming Center, al-grade parking, and a vehicle
drop-offloop. The drives, parking areas, and site has been graded and drained in a
manner to resemble existing drainage patterns. In addition to the drives, parking areas,
and buildings; the site consists of interior parhs and walks, a recreation field/are4 a
widening of the North Frontage Road, and a pedesnian path adjacent to the North
Frontase Road.
Stormwater will be collected tbrougheul ths site via grass lined swales, curb and gutler,
and storm sewer. The site was divided into 13 subcatcbments in order to analyzerunoff
quantities and size hydraulic stuctures. The east drainage area consisting of
subcatcbments 10-85 directs runoffto the existing inlet at the roundabout to the easL
The existing roadside ditch that historically carried this flow will be replaced by a slorm
sewer and curb and gutter system along the north side of the Frontage Road- The west
drainage area consisting of Subcatchments 90-110 dirests nrnoffto Middle Creek tbrough
a proposed storm sewer system. overall historic flow pattems from the east and west
drainage areas remain largely uncbanged with the proposed development.
Offsite Runofffrom subcatchments 50 and 90 wiU be collected in culverts (points 50p
and 90P on Drainage Plan) and routed to the storm sewer system before entering the
developed portion of the site. This will keep the majority of off-site water fiom flowing
along the surface of the developed portion of tle site, All other sgrface runoffwill be
collected via the cr:rb and gutter and storm sewer system. shovm on the Drainage plan.
Additionally, the Storm Sewer Plan in the Appendix shows a detailed layout of the cgrb
and gutter and storm sewer system.
4. Hydrologic and Eydraulic Methodolory and Calculrtions
As stated previously, the site was broken into 13 subcatchments for the purpose of
analyzing hydrologic runoffand the hydraulic capacities of drainage sfructures. A rmique
subcatchment was delineated for all inlet points into the storm sewer system. This was
done so that the quantity of stormwater runoffinto each respective inlet (i.e. curb
grate/inlet and culvert inlet) could be estimated and the stucture sized to adequately
convey the calculated stomwater. The Post-Development Drainage Data in the
Appendix shows time of concentration, areasi, cwve numbers, and all associated
calculations used to estimate stormwater runofffrom each subcatchment.
Pond Points were established at each inlet point to model stomrwater flow and aaalyze
the capacity of each inlet. The type of each inlet (i.e. type l3c curb inle! culvert inie!
etc.) was modeled so that the associated capacity could be accurately predicted. Minimal
ponding depths around each inlet were estimated based upon the site and Gracling plan.
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Reaches were created, based upon the proposed storm sewer design, and are shown on
the Drainage Plan. The reaches were modeled to estimate the capacity of each particular
stom sgwer segment and to calculate the travel time from one subcatchment to another.
The Post-Development Drainage Data in the Appendix shows the quantity of runofffrom
each subcatchmenl capacity ofinlets (pond points), and capacity ofall storm sewer runs
(reaches).
Reach 83 conveys all stormwater from subcatchments 10-85 and reach 1l I conveys all
stormwater from subcatcbments 90-110. The following table shows projected runoff
rates for all subcatchments as well as total flows in reaches 83 and 1l I ' T\e 2, 5,10,25,
50, and 100 year events were analyzed.
East Drainage Area
Subcatchment
2-yt
(cfs)
5-yr
(cfs)
10-yr
(cfs)
25-w
(cfs)
50-yr
(cfs)
100-yr
(cfs)
l0 0.33 0.49 0.60 0.67 0.78 0.86
20 0.18 0.42 0.63 0.77 1.00 1.15
30 0.63 1.09 1.45 1.69 2.06 2.30
40 0.06 0.23 0.39 0.51 0.70 0.84
50 0.03 0.51 1.73 2.87 4.95 6.56
J)0.90 1.31 1.62 1.82 2.t2 2.32
60 0.15 0.22 0.27 0.31 0.36 0.39
70 0.t7 0.43 0.65 0.81 1.06 1.23
80 0.00 0.10 0.34 0.56 0.94 1.22
85 0.42 0.80 1.10 l.3l 1.63 1.84
Reach 83 2.46 4.35 6.11 7.52 10.04 I1.98
West Drainage Area
Subcatchnent
2'yr
(cfs)
5'yr
(cfs)
10-yr
(cfs)
25-yr
(cfs)
50-yr
(cfs)
100-yr
(cfs)
90 0.00 0.13 0.30 0.44 0.68 0.84
100 0.37 0.60 0.76 0.87 1.04 1.15
110 0.42 0.63 0.78 0.88 1.04 t.l4
Reach 111 0.78 1.23 1.76 2.t3 2.69 3.70
The hyfuaulic calculations show that the proposed stom sewer system will adequately
convey peak runofffrom all events up to and iacluding the 50-year. The 100-year event
will create small amounts of ponding at inlet point 70P during the peak runoffperiod.
This backup poses no tbreat to any stuctures and any backup will continue to flow down
the curb and gutter system.
5. Stormwater Quality Analysis
The proposed dwelopment plan features many meruilres to promote the removal of
sediment and hydrocarbons. Per Town of Vail requirements dl inlets and storm
manholes will have a 1.5' sump belowtle outlet pipe to prcmote sedimentation of
suspended solids. Additionally, two sand-oil separators (A & B) will be installed for the
purpose of removing suspended solids and hydrocarbons. Sand-oil separator A will serve
subcatchments 10-85, and was desiped to capture storms up to the 2-year event. Low
flow event6 will be diverted into the sand-oil separator throuoh a low flow storm sewer,
and larger events will bypass via the proposed storm sewer system. Calculations shown
in the appendix detail the sizing of the low flow inlet. sand-oil separator B will serve
subcatcbments 90-110 and due to low estimated peak flows, it will be in-line with the
storm sewer system and all events will pass through this separator.
6. Erosion and Sedimentation Control
A site-specific stormwater ldanagement Plan hes !ss1 prepared for the proposed project.
The report addresses temporary and permanent erosion con&ol measures for the project,
During constructioq a variety of stabilization measures will be used to prevent
mobilization of soil due to wind and water action. The locations of proposed stabilization
measures as well as installation details are illustrated on the Erosion Coutrol plan
included in the Stormwater Management Plan.
7. Summary
The proposed Middle Creek Affordable Housing Development has been designed so that
existing drainage patteqrs 166ain largely unchanged. A detailed hydrologic and
hydraulic analysis was performed to analpe runoffquantities from the site and size
associated hydraulic structures. Ail hydraulic stnrctures were sized to ensure that the 50-
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year event could be conveyed through the site without any backup. Additionally, the
1OO-year evenJ will be routed through the site with only minel laskups in the drainage
system and will pose no threat of damage to stmctures or property. Several water quality
measures will be imFlemented to remove suspended solids and hydrocarbons from the
stormwater.
Prepared by:
fl/M*,,,u
Mark B. Tarall, PE
Peak Civil Engineering, Inc.
-$:y'r*1- $fl !o
h....-...-.io$$ailit$
3- 7.1'03
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Appendix A
l"Iaps and Drainage Plan
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{Irtl
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PROJECTNAME:
MIDDLE CREEK
AFFORDABLE HOUSING
DATE: 3-2003
SCALE: NTS
PROJECTNo.: 1039
TITLE:
VICIMTYMAP
PEA'I( LAI{D COMIUI-TANTEI INC'__-#%m LFifS DOE LOOP VAI- @ llt57
FIGURENo.: 1
Frc* USCXI VAL ITEIT Ot'AD I'AF. g7 FROIA I.EG8 VAL EAST OUAD UAP. D87
PROJECTNAME:TITLE:
O\DRAIL
SUBCATCHMENT
BOUNDARY
FIGURENo.: 2
PEAK LAI{D co|tlsul-TANTq NC.
MIDDLE CREEK
AFFORDABLE HOUSING
DATE: 3-2003SCALE: l"=1000'
PROJECTNo.: 1039
FEAK CfIiI- EIiIGi{EENNG. T\8.g7o'g$4/l FAXS7ofG{tIsE ucifS FDe LooP v L,co3t57
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Appendix B
2-Y ar Event Post-Dcvclopment Drainqge Data
,/
Prepared by Peak civi! [n011991i19,nc.
Subcatchment l0: {0
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Runoff = 0.33 cfs @ 11.94 hrs, Volume=0.014 af
RunoffbySCSTR-20method'UH=SCS,TimeSpan=0'0S20'00hrs'dt=0'01hrs
Type ll 24-hr Rainfall=1'0O'
Area (acl CN DescriDtton : : :0.233 98 Paved roads w/curbs & sewers
Tc Lenqth Slope Velocity Capacity Description
in\ r+o1\ /ft/ft\ {ft/sec) (cfs)
2.2 60 0.0125 Sneet Flor, SHEET FLOW'ROAD
n= 0.015 P2= 1 .00"
Middle Creek Housing
lnfloul =
Outflow =
Pdmary =
Type ll 24hr Rainfall=l.N' - 2 Yr Event
Page 1
0.014 af
0.014 al Atten= 0%, Lag= 0.2 min
0.014 af
0.9 70 O.OO50 1.2 O'25 Channel Florv' CURB AND GUTIER
Arei= 0'2 sf Perim= 2'7' r= 0'07' n= 0'015
3.1 130 Total
Pond l0P: {0P
0.33cfs @ 11.94 hrs, Volume=
0.33cfs @ 1'l'54 hrs, Volume=
0.33 cfs @ ll.g+ hrs, Volume=
Routing by Stor-lnd method, Time Span= O'OG2O'00 hrs' df= 0'01 hrs
Peak Elev= 8,209.2E Stonge= E c'f
bilo:rro* deiention time=0.6 min catcutated for 0.014 af (100% of inflor)
bioLs"
"nd
tetted areas determined by lnegular sections
Surf.Area Perim.lnc.Store Cum.Store Wet.fuea
Elevation
8.209.17 o
E,209.58 200
Primary OutFlow (Free Discharge)
t-1=Orifice/Grate
t-2=orifice/Grate
0,0
n.0
0
472
0
27
0
27
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1 Primary 8,209.17'2 Device 1 8,209.17'
Of Z' x OSS' Horit. Orifice/Grate X 20'00 C= 0'600
2.75'x 0.33'Vert Orifice/Grate C= 0'600
lnflow =
Outflow =
0.33 cfs @
0.33 cfs @
Reach 1'l:11
11.94 hrs, Volume=
11.95 hrs, Volume=
0.014 af
0.014 af, Atten= 2%, Lag= 9.7 t,n
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
2.0 120 0.0680 1.0
1.3 330 0,0550 4.1
Type ll 24hr RainfalFl.00'- 2 Yr Event
Page 2
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dts 0.01 hrs
Max. Velocity= 2.1 fps, Min. TravelTime= 1.1 min
Avg. Velocity = 0.6 fps, Avg. TravelTimE= 3.8 min
Peak Depth= 0.21'
Capacity at bank full= 7.41 ds
lnlet lnvert= 8,205.70', Outlet Invert= 8,204.99'
18.0" Diameter Pipe n= 0.013 Length= 142.5' Slope= 0.0050 ?
Subcatchment 20: 20
Runoff = 0.18 cfs @ 11.95 hrs, Volums=0.007 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 2zl-hr Rainfall=1.00"
Area (ac) CN Description
0.25E 98 Paved roads dcurbs & sewers' 0.193 72 Woods/grass comb., Good, HSG C
0.050 74 >75% Grass cover, Good, HSG C
0.501 86 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feet) (fi/ft) (ft/sec) (cfs)
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SheetFlow, ROADWAY
n= 0.015 P2= 1.00"
0.82 Channel Flow, CURB Al,lD GUTIER
Frea= 0.2sf Perim= 2.7 r=0.07 n= 0.015
3.3 450 Total
Inflor =Outflow =Primary =
8,209.29
8,209.69
Pond 20P:20P
0.18 cfs @ 11.95 hrs, Volume= 0.007 af
0.18 cfs @ 11.96 hrs, Volume= 0,007 af, Atten= 17o, Lag= 9.5 t'n
0,1 I cfs @ 1 1.96 hrs, Volume= 0,007 af
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, d1= 0.01 hrs
Peak Elev= 8,209.36' Storage= 7 cf
Plug-Flow detention time= 1 .5 min calculated for 0.007 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store WetArea(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
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0 0.0290 68.0 39 39
frimary OutFlow (Free Discharge)
E-1=Orifice/Grate
t-2=orifice/Grate
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neering, lnc.
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Middle Creek Housing Type ll 24-hr Rainfall=l.00'- 2 Yr Event
Prepared by Peak Civil
HvdroCAD@ 6.00 s/n 002(
# Routing lnverl Outlet Devices
t primary 8,209,29' 0.12'x 0.55' Horlz. Orifice/Grate X 20.00 C= 0'600
2 Device 1 8,209.29' 2.75' x 0.33'Vert Orifice/Grate C= 0.600
Reach 21=21
lnflow = 0.51 cfs @ 11.95 hrs, Volume= 0.022 af
Oumow = 0.48 cts @ t t .gZ hrs, Volume= 0.022 af, Atten= 5%, Lag= 1.2 t'n
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.4fps, Min. Travel Time= 1.9 min
Avg. Velocity = 0.7 fps, Avg. TravelTime= 6.4 min
Peak Depth= 0.26'
Capacity at bank full= 7.42 ds
lnlet lnvert= 8,204.89', Outlet Invert= 8,203.55'
18.0" Diameter Pipe n= 0.013 Length= 268.5' Slope= 0.0050 7
Subcatchment 30: 30
Runoff = 0.63 ds@ 12.M hrs, Volume=0.033 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0C20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.00"
Area (ac) CN DescriPtion
0.083 98 Paved Parking & roofs
0.678 98 Paved roads dcurbs & sewers
0.214 74 >75olo Grass cover, Good' HSG C
0.975 93 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ffi) (ft/sec) (cfs)
6.7 40 0.2500 0.1 SheetFloq LANDSCAPE
Woods: Light underbrush n= 0.400 P2= 1'00"
2.5
2.8
120 0.0375 0.8
210 0.0050 1.2
Sheet Flow, ASPHALT
n= 0.015 P2= 1 .00"
0.25 ChaNNEI FIOW, CURB AI'ID GUTTER
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12.0 370 Total
Pond 30P:30P
Inflow = 0.63 cfs @ 12.04 hrs, Volume=
Outflow = 0.63 cfs @ 12.05 hrs, Volume=
Primary = 0.63 cfs @ 12.05 hrs' Volume=
0.033 af
0.033 af, Atten= 0%, Lag= 9.3 t'n
0.033 af
Routing by Stor-lnd method, Time Span= 0.00'20.00 hrs, dt= 0'01 hrs
Middle Crcek Houslng Type Il 24hr Rainfall=l.00" - 2 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 4
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3|/1 9/2003
Peak Elev= 8,208.16' Storage= 17 cf
PlugFlow detention time= 0.9 min calculated for 0.033 af (100% of inflow)
Storage and wetted areas determined by lnegular sec{ions
Elevation Surf.Area Perim.lnc.Store Cum.Store WetArea(fee0 (sq-ft) ffeet) (cubic-fee0 (cubic-feet) (sq-fi)
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I8,207.99
8,20E.50
lnflow =
Outflotrtl =
0 0.0300 65.0
0051 337
0
51
frimary OutFlow (Free Discharge)L1=orificdcrate
t-2=orifice/Grate
# Ror.rtinq lnvert Outlet Devices
1 Primary E,207.99' 0.1?x0.55 HorizOriflce/GrateX20.00 C=0.6002 DeMce 1 8.207.99' 2.75'x 0.33'Vert Orlflce/Gnte C= 0.600
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Reach 3l: 31
1.01cfs @ 12.00 hrs, Volume= 0.055af
1.01 cft @ 12.01 hrs, Volume= 0.055 af, Atten= 0%, Lag= 9.3 *'n
Routing by Stor-lnd method, Time Span= 0.0020.00 hrs, dts 0.01 hrs
Max. Velocity= 2.9 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 0.9 fps, Avg. TnvelTime= 1'3 min
Peak Depth= 0.37
Capacity at bank full= 7.44 ds
Inlet Invert= 8,203.45', Otfilet lnvert= 8,203.1O
1E.O'Diameter Pipe n= 0.013 Length= $$./ $16p6= 0.0050 7
Subcatchment 40: 4{l
Runoff = 0.06 cfs @ 12.16 hrs, Volume=0.006 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0'0G'20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.00"
Area (ac) GN DescriPtion
0.272 98 Paved Parking & rooft
0.506 74 >75% Grass cover. Good. HSG C
0.778 82 Weighted Average
Middle Creek Housing Type tl 24hr Rainfall=7.00' - 2 Yr Event
Page 5
Prepared by Peak Civil Engineering, Inc.
HvrtincAr|A A nO s/n 002040 @ 198G2001 Ap
Tc Length SloPe VelocitY Capaci$ DescriPtion
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0.2 36 O'O1OO 3'1 6.24 ChannelFlow, GRASS-DITCH
Area= 2'0 sf Perim= 4'0' r= 0'50' n= 0'030
17.7 26 Total
17.4 ',125 0.0320 0.1
0.1 85 0.4710 10.3
Sheet Flow, I-ANDSCAPE
Grass: Short n= 0.150 P2= 1.00"
Shallow Goncentrated Flow LANDSCAPE
Grassed WatenrarT Kv= 15.0 fus
Pond 40P:40P
tnffow = 0.06 cfs @ 12.16 hrs, Volume=
Outflow = 0.06 cfs @ 12.16 hrs, Volume=
Primary = 0.06 cfs @ 12.16 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0'01 hrs
Peak Elev= 8,206.80' Storage= 0 cf
ir[*f-f"* Oit*tion time= 0.6 min calculated for 0.006 af (100% of inflow)
Sto-rage and wetted areas determined by Inegular sec'tions
Elevation SurfArea Perim. Inc'Store Cum'Store WetArea-'-ii;;ii - i;+fti (feti (cubic'reeo (cubic'feeD (sq-ft)
8,206.8000.00006:tog:oo sss 250.0 222 222 4'e76
frimary OutFlow (Free Discharge)
t-1=orifice/Grate
# Routinq Invert Outlet DeviggF . - -
@,.12' Horizorifice/Grate x 2.00 c= 0'600
Reach 412 41
lnflow = 0.06 cfs @ 12.16 hrs, Volurne=
Outflo,rr = 0'06 cfs @ 12.16 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0&20.00 hrs, dt= 0'01 hrs
Max. Vito-city= 1.6 fps, Min. TravelTime= 0'5 min
Avg. Velocity = 0.9 fps, Avg. TravelTime= 0'9 min
Peak DePth= 0.08
Caoacity at bank full= 10.57 cfs
lndt lnv-ert= 8,203.80', Outlet lnvert= 8,203'33'
i6O'; Oiameter Pipe n= 0.013 Length= 46.4' Slope= 0.0101 '/
0.006 af
0.006 af, Atten= 0%, Lag= 9.1 *'n
0.006 af
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0.006 af
0.006 af, Atten= 0ol0, Lag= 0.3 min
Middle Creek Housing Type ll 24hr Rainfall=l.00'- 2 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 6
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Subcatchment 50: 50
Runoff = 0.03 cE @ 15.47 hrs, Volume= 0.014 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24hr Rainfall=l.0O'
Area (ac) CN Description
0.280 74 >75%Grasscover, Good, HSGC
14.516 73 Woods. Fair, HSG C
14.796 73 Weighted Average
Tc Length Slope Veloci$ Capacity Description(min) (fee0 (ft/ft) (fi/sec) (cfs)
18.3 125 0,2000 0.1 SheetFloqWOODS
Woods: Light underbrush n= 0.400 P2= 1.00"3.9 2,085 0.3000 8.8 Shallow Goncentrated Flow WOODS
Unpaved Kv= 16.1fps0.3 275 0.1090 16,0 256.34 Channel Floq GRASS DITCH
Area= 16.0 sf Perim= 16.5' p 0.97 n= 0.030
22.5 2,485 Total
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lnflow =
Otttflortt =Primary =
0.90cfs @ 11.% hrs, Volume=
0.89 cfs @ 11.95 hrs, Volume=
0.89 cfs @ 11.95 hrs, Volume=
Pond 50P:50P
0
671
0.053 af
0.053 af, Atten= 2%, [ag= 0.7 min
0.053 af
00671 737
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dl= 0.01 hrs
Peak Efev= 8,28.92' Storage= 80 cf
PlugFlow detention time= 5.4 min calculated for 0.053 af (99% of inflow)
Storage and wetted areas determined by Inegular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (s+ft)
8,248.50 0 0.08,252.00 575 95.0
frimary OutFlow (Free Discharge)
E-1=Culvert
# Routinq Invert Outlet Devices
1 Primary E,248.5O 18.0" x 102.4 long Culvert RCP, end-section conforming to fill, Ke= 0.500
Outlet InverF 8,243,50' S= 0.0488 7 n= 0.013 Cc= 0,900
Middle Creek Housing Type tl 24-hr Rainfall=1.00''2 Yr Event
Page 7
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Prepared by Peak Civil Engineering, Inc.
HvdiocAD@6.00 sin 002040 @ 1986-2001tu
Reach 51:51
lnflow = 0.89 efs @ 11'95 hrs' Volume= 0'053 af
Outftow = o.EB cf;6 ii:95 ftoi Votute= 0'052 af, Aften= 07o, Lag= 0'2 min
Routino bv Stor-lnd method, Time Span= 0.0S20'00 hrs, dt= 0'01 hrs
Max. V:l&ity= 6.4 fps, Min. Travel Time= 0'3 min
Avg' velodd = 2,1 fps, Avg. TravelTime= 0'8 min
Peak DePth= 0.20'
Caoacitv at bank full= 23.49 cfs
lnl6t Invlrt= 8,248.50', Outlet Invert= 8,243'50'
i;.d'; D]ild"ipip" h= 0.013 Length= 100.0' Slope= 0'0500'/
Reach 51.5: 51.5
lnflow = 0.88 cfs @ 1 1.95 hrs, Volume=
Outflow = 0,88 cfs @ 1 1.95 hrs, Volume=
Routinq bv Stor-lnd method, Time Span= 0'0e20'00 hrs, dt= 0'01 hrs
Max. V;l;ity= 13.1 fps, Min. TravelTime= 0'1 min
Avg. Velocid = 4.6 fPs, Avg. TravelTime= 0'4 min
Peak DePth= 0.12'
Caoacitv at bank full= 65.65 cfs
fnl6t tnvlrt= 8,243.OO, Outlet Invert= 8,203.29
iti.ri; oiimetdr Pipe n= 0.013 Length= 101.9 Slope= 0'3906'/
Reach 52'-52
0.052 af
0.052 af, Atten= 0%, Lag= 9.1 t'n
0.059 af
0.059 al Atten= 0%,Lag= 0.0 minlnflow = 0.89 cfs @ ',|1.96 hrs, Volume=
Outflow = 0.89 cfs @ 11.96 hrs, Volume=
Routino bv Stor-lnd method, Time Span= O.0G2O'00 hrs, dt= 0'01 hrs
Max. Gtocitv= 5.7 fps, Min. TravelTime= 0'0 min
Avg. Velocid = 2'0 fps, Avg' Travel Time= 0'1 min
Peak Depth= 0.22'
CapaciVat bank full= 19.91 cfs
lndt Invbrt= 8,202.90', Outlet Invert= 8'202.53'
tg.O" Oiameter Pipe n= 0.013 Length= 10'3 Slope= 0'0359'/
Subcatchment 55: 55
Runoff = 0.90 cfs @ 11.% hrs, Volume=0.039 af
RunoffbyScSTR-2omethod,UH=SGS,TimeSpan=0.00.20.00hrs,dt=0.01hrs
Type ll 24-hr Rainfall=1'00"
Middle Creek Housing Type ll Z$hr Rainfall=l.00' - 2 Yr Event
Prepared by Peak Civil Engineering, Inc. Page I
HvdroCAD@ 6.00 s/n 002040 @ 198&2001 Applied Microcomputer Svstems 3/19/2003
Area (ac) CN Description
0.633 98 Paved parking & roofs
Tc Length Slope Velocity Capacity Description(min) (feet) (ftlft) (fUsec) (cfs)
3.3 150 0.0300 0.E Sheet Flow
n= 0.015 P2= 1.0O'
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lnflow =Outflow =
Reach 56: 56
0.90cfs @ 11.g4hrs, Volume= 0.039af
0.90 efs @ 11.94 hrs, Volume= 0.039 af, Atten= 0%, Lag= 9,9 ttn
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Subcatchment 60: 60
Runoff = 0.15 cfs @ 11.93 hrs, Volume= 0.007 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, d1= 0.01 hrs
Type ll 2zt-hr Rainfall=1.00"
Area (ac) CN Description
0.105 9E Paved roads dcurbs & sewers
Tc Length Slope Velocity Capacity Description(min) ffee0 ft/ft) (fUsec) (cC)
2.2 ffi 0.0150 0.5 Sheet Flonr, ROADWAY
r= 0.015 P2= 1.00'0.6 43 0.0050 1.2 0.25 GhannelFloqCURBAl,lDGUTTER
Pond 60P:60P
lnflow = 0.15 cfs @ 11.93 hrs, Volume= 0.007 af
Outflow = 0.15 cfs @ 11.94 hrs, Volume= 0.007 af, Atten= 1%, Lag= 0.4 min
Primary = 0.15 cfs @ 11.94 hrs, Volume- 0.007 af
Routing by Stor-lnd method, Time Span= 0.0$20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,207.84' Storage= 6 cf
Plug-Flow detention time= 1 .5 min calculated for 0.007 af (100% of inflow)
Storage and wetted areas determined by Inegular sec'tions
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,207.77
8,207.97
0 0.0250 73.0
0017 424
0
17
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Middle Greek Housing Type II 24hr Rainfall=l.00''2 Yr Event
Page 9
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frimary OutFlow (Free Discharge)
1-1=Orifice/Grate
t-2=orifice/Grate
Prepared by Peak Civil Engineerilg,ln..
1 Primary2 Device 1
8,207.77'
8,207.77'
0.12' x 0.55' Horiz Orifice/Grate X 20.00 C= 0.600
2,75'x 0.33'Vert Orifice/Grate C= 0'600
lnflow =
Outflow =
Reach 6l: 6{
1.11cfs@ 11.99hrs, Volume= 0.051 af
i:i0 A 6 lz.oohrs, Volume= 0'061 af, Atten= 1%, Lag= 9'6 t'n
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Routinq bv Stor-lnd method, Time Span= 0'0S20.00 hrs, dt= 0'01 hrs
Ma(. V;l&ity= 3.4 fps, Min, TravelTime= 0'8 min
Avg, Velocity = 1.0 fps, Avg. Travel Time= 2'8 min
Peak Depth= 0.36
Caoacitv at bank full= 8.79 cfs
lndt lnvlrt= 8,203.00', Outlet Invert= 8,201.82'
ia.O'; Oi"m"ter Pipe n= 0.013 Lengrth= 168'7 Slope= 0'0070 7
Subcatchment 70: 70
Runoff = O.17 cG @ 11.96 hrs, Volume=0.007 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G'20'00 hrs, dt= 0.01 hrs
Type ll 2&hr Rainfall=1'00"
Area (ac) CN DescriPtion
0.196 98 Parred roads dcurbs & sewers
0.066 98 Paved Parking & roofs
0.572 85 Weighted Average
0.5
1.9
Tc
!D
2.4
't.2
Length SloPe Capacity DescriPtion
73 0.0150
140 0.0120
Sheet Flow, ROADWAY
n= 0.015 P2= 1.00'
0.38 Ghannel Flow, GURBAT'ID GUTTER
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3.6 213 Total
11.96 hrs, Volume=
11.96 hrs, Volume=
11.96 hrs, Volume=
2.7' r= 0.07'
0.007 af
0.007 af, Atten= 0ol0, Lag= 9.2 t'n
0.007 af
Pond 70P: 70P
lnflow =
Outflow =
Primary =
0.17 cfs @
0.17 cfs @
0.17 cfs @
Middle Creek Housing Type ll 24hr Rainfall=l.@' - 2 Yr Event
Prepared by Peak Civil Engineering, Inc. page 10
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19p003
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, df= 0.01 hrs
Peak Elev= 8,206.60' Storage= 4 cf
Plug-Flow detention time= 0.8 min calculated for 0.007 al (100o/o of inflow)
Storage and wetted areas determined by lrregular sections
Elevaiion SurfArea Perim.Inc.Store Cum.Store Wet.Area{feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq,fl)
0
10
0
10
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8,206.53
8,206.73
lnflow =
Or.rtfloul =
0 0.0145 55.0
0
241
Primary OutFlow (Free Discharge)
L1=Orifice/Grate
t-2=orifice/Grate
# Routino Invert Outlet Devices
1 Primary 8,206.53' 0.12'x 0.55' Horiz. Orifice/Grate X 20.00 C= 0.6002 Device 1 8,206.53' 2.75'x 0.33 Vert Orifice/Grate C= 0.600
Reach 71:71
2.07 ds@ 11.97 hrs, Volume= 0.127 af
2.06 cfs @ 11.98 hrs, Volume= 0.127 at, Affen= 0%, tag= 0.2 min
Routing by Stor-lnd method, Time Span= 0.00-20.00 hr€, dl= 0.01 hrs
Max. Velocity= 4.6 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.5 fps, Avg. Travel Time= 0.9 min
Peak Depth= 0.45'
Capacity at bank full= 10.53 cfs
fnlet lnvert= 8,201.72', Outlet lnvertr 8,200.89
18.0" Diameter Pipe n= 0.013 Length= 82.6' Slope= 0.0100'/
Subcatchment 80: 80
Runoff = 0.00 ds@ .,15.24 hrs, Volume= 0.002 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.0O'
Area (ac) CN Description
1.1U 73 Woods, Fair, HSG C0.535 74 >75% Grass cover, Good. HSG C
1.639 73 WeightedAverage
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Tc Length Slope Velocity Capacity Description
(min) (fee0 (ffi) (fl/sec) (cfs)
73 50 O.SSOO 0.1 SheetFlow,WOODS. Woods: Light underbrush n= 0.400 P2= 1'00"
2.1 430 O.4BSO 3.5 ShallowCbncentrated Floq WOODS/LANDSCAPE
Middle Greek Housing
lnflow =
Outflou, =Primary =
Type ll 2*hr Rainfall=l.00. - 2 Yr Event
Page 11
0.018 af
0.018 al Atten= 1%, Lag= 0.5 min
0.018 af
Pond 80P:80P
0.42ds @ 11.95hrs, Volume=
0.41 efs@ 11.96hrs, Volume=
0.41 sfs @ 11.96hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= E,205.51' Storage= 17 cf
PlugFlow detention time= 1 .6 min calculated for 0.018 af (1007o of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store WetArea
Prepared by Peak Civil Engineering, Inc.
9.1 480 Total
E,205.38
8,205.91
lnflow =
Outflow =
0 0.0400 75.0
prlmary OutFlow (Free Discharge)
t-1=orifice/Gftile
t-2=orifice/Grate
# Routinq lnvert Outlet Devices
t primary- 8,205.38' 0.12'x0.55'HorizOdficdcratEX20.00 C=0'600
2 Devics 1 8,205.38' 2.75' x 0.33' Vert Orifice/Grate C= 0.6il)
Reach 8l: 81
Inflorr = 0.00 6s@ 15.24 hrs, Volume= 0.002af
Outnot, = 0.00 As@ $.ZChrs, Volume= 0.002af, Atten=0%, Lag=0.0min
Routing by Stor-lnd method, Time Span= 0.0S20'00 hrs, dt= 0'01 hrs
Reach 82282
2.46cfs @ 11.97 hrs, Volume= 0.145af
2.46 cfs @ tt.gl hrs, Volume= 0.145 al' Atten= 0%' Lag= g.g t'n
0
7',|
0
4E
0
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Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs' dt= 0.01 hrs
Max. Velocity= 6.2 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 2.0 fps, Avg' TravelTime= 0'1 min
Middle Grcek Housing
Prepared by Peak Civil Engineering, lnc.
Peak Depth= 0.41'
Capacity at bank full= 14.86 cfs
Inlet lnvert= 8,200.79', Outlet lnvert= 8,200.51'
1E.0" Diameter Pipe n= 0.013 Length= 14.0' Slope= 0,0200 T
Reach 83:83
lnflow = 2.46 cft @ 11.97 hrs, Volume= 0.145 afOutflow = 2.43 cfs @ 11.98 hrs, Volume= 0j4 af, Atten= 1%, Lag= 0.7 min
Routing by Stor-lnd method, Time Span= 0.0().20.00 hrs, d[= 0.01 hrs
Max. Velocity= 6.6 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 2.1 fps, Avg. Travel Time= 3.1 min
Peak Depth= 0.39'
Capacity at bank full= 16.17 cG
Inlet Invert= E,199.40', Outlet Invert= 8,190.10'
18.0" Diameter Pipe n= 0.013 Length=392.7' Slope= 0.0ZgZ,l
Subcatchment 85: 85
Runoff = 0.42 cfs @ 11.95 hrs, Volume= 0.016 af
Runoff by SCS TR-20 rneffiod, UH=SCS, lime Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=l.00"
0.47 98 Paved parking & roofis
Type ll 24hr Rainfalbl.@'- 2 Yr Event
Page12
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.217 74
0.6e1 90 Weighted Average
0.6
4.2
tc
!D
2.4
1.0
Length Slope
92 0.0250
245 0.0570
Capacity Description
SheetFloq PARKTNG
n= 0.015 P2= 1.00"
0.83 Channel Flow' GURB AttD GUTTER
3.4 337 Total
Subcatchment 90: 90
Runoff = 0.00 cfs @ 12.E3 hrs, Volume= 0.001 af
Runofr by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.00"
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Middle Creek Housing Type ll 24hr Rainfall=l.00" - 2 Yr Event
Page 13
Area (ac) CN DescriPtion
0.337 70 Woods, Good, HSG C
0.276 74 >75% Grass cover, Good, HSG C
0.078 98 Paved parkinq & roofs
0.691 75 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs)
0.6 100 0.4390 2.6
0.9 190 0.5360 3.7
0.1 190 0.1895 31.8
Sheet Flow WOODS
Smooth surfaces n= 0.011 P2= 1.00"
shallow concentrated Flow WooDS
Woodland Kv= 5.0 fps
1,016.37 ChannelFloW GRASS DITCH
Prepared by Peak Civil Engineering, lnc.
1.6 4E0 Total
Pond 90P:90P
lnflow =
Outflorv =
Prirnary =
0.00cfs @ 12.83 hrs, Volume=
0.00 sfs @ 13.35 hrs, Volume=
0.00 cfs @ 13.35 hrs, Volume=
0.001 af
0,001 af, Atten= 4%, Lag= 30.8 min
0.001 af
Ror.rting by Stor-lnd method, Time Span= 0.0G20.00 hrs, dF 0.01 hrs
Peak Efev= 8,245.02' Storage= 2 cf
Pf ugFlow detention time= 16.0 min calculated for 0.001 af (97% of inflow)
Stoiage and wetted areas determined by Inegular sections
Elevation Surf.Area Perim.lnc.StorE Cum.Store Wet.Area
0
52E
0
537
0
537
0
460
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8,245.00
8.248.50
0.0
80.0
flTryr,gfflow (Free Discharge)
# Routinq lnvert Outlet Devices
t prirnary 8,245.00' 12.t' x106.5'long Culvert RCP, end-sectionconforming to fill, Ke= 0.500
Outlet lnvert= 8,239.50' S= 0.0516 T n= 0.013 Cc= 0.900
Reach 91: 9l
Inflow - 0.00 cfs @ 13.35 hrs, Volume= 0.001 af
Outflow = 0.00 sfs @ 13.36 hrs, Volume= 0.001 al Atten= 0%, Lag= 1.0 min
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.2 fps, Min. Travel Time= 1,5 min
Avg. Velocity = 1.1 fps, Avg. Travel Time= 1.6 min
Middle Grcek Housing Type ll 24-hr Rainfall=l.00* - 2 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 14
HvdroCAD@ 6.00.s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/192003
Peak Depth= 0.01'
Capacity at bank full= 8.10 cfs
lnlet Invert= 8,245.00', Outlet Invert= 8,239.50'
12.0" Diameter Pipe n= 0.013 Len$h= 106.5' Slope= 0.0516 7
Subcatchment 100: 100
Runoff = 0.37 cfs @ 11.93 hrs, Volume=0.014 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.00'
Area (ac) CN Description
0.044 74 >75% Grass cover, Good, HSG C
0.289 98 Paved parking & roofs
0.333 95 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feet) (fl/ft) (fi/sec) (cft)
2.3 109 0.0367
o.4 90 0.w0
0.E
3.7
SheetFlow, PARKING
n= 0.015 P2= 1.00"
0.73 Ghannel Flor, GURB AND GUTTER
NesE0.2sf Perim=2.7' r= 0.07 n=0.015
2.7 199 Total
Pond 100P: 100P
lnffow = 0.37 cfs @ 11.93 hrs, Volume= 0.014 af
Outflow = 0.37 cfs @ 11.93 hrs, Volume= 0.014 af, Atten= 0%, Lag= 6.9 r'n
Primary = 0.37 cfs @ 1'1.93 hrs, Volume= 0.014 af
Routing by Stor-lnd method, Time Span= 0.0&20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,242.70' Storage= 0 cf
Plug-Flow detention time= 0.0 min calculated for 0,014 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store WEtArea(feet) (sq-ft) (feet) (cubiefeet) (cubiofee0 (sq-ft)
0
10
0
10
0
199
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8,242.70
8,243.00
0 0.0100 50.0
frlmary OutFlow (Free Discharge)
fr1=Orifice/GrateL2=Orificer/Grate
# Routinq Invert Outlet Devices
1 Primary 8,242.70' 0.12'x0.55'Horlz,Orifice/GrateX20.00 C=0.6002 Primary 8,242.70' 2.75'x 0.33'Vert OrificdGrate C= 0.600
Middle Greek Housing Type ll 2$hr Rainfall=I.00'- 2YrEvent
Page 15
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Prepared by Peak Civil Engineering, Inc.
Reach lOf: 101
Inflow = 0.37 cfs @ 11.93 hrs, Volume=
Outflow = 0.37 cfs @ 11.94 hrs, Volume=
0.016 af
0.016 al Atten= 1%, Lag= 9.5 t'n
Routing by Stor-lnd method, Time Span= 0.0()''20.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.3 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 1.7 fPs, Avg. Travel Time= 2.5 min
Peak DeFth= 0.14'
Capacity at bank full= 8.21 c'fs
lnlet lnvert= 8,239.00', Outlet Invert= 8,225.59
12.0" Diameter Pipe n= 0.013 Length=2?4.4' Slope= 0.0531 '/
Subcatchment 110: 110
Runoff = 0.42 cfs @ 11.93 hrs, Volume=0.017 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 2&hr Rainfall=1.00'
Area (ac) CN Description
0.015 74 >75% Grass corer, Good, HSG C
0.296 98 Paved parkinE & roofs
0.311 97 Weighted Average
Tc Length Slope Velocity Description
1.8 95 0.0520 0.9 Sheet Flow, PARI{NG
n= 0.015 P2= 1.00"0.9 220 0.0500 3.9 0.78 Channel Flou CURBAND GUTTER
Area= 0.2 sf Perim= 2.7' r 0.07' n= 0.015
2.7 315 Total
Pond 110P: 110P
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fnflow = 0.42cfs@ 11.93hrs, Volume=
Outfforrrl = 0.42cfs@ 11.93hrs, Volume=
Primary = 0.42 cfs @ 11.93 hrs, Volume=
0.017 af
0.017 al, Atten= 0%, Lag= g.'1 ttn
0.017 al
Routing by Stor-lnd method, Tlme Span= 0.00-20,00 hrs, d1= 0.01 hrs
Peak Elev= 8,229.63' Storage= 4 cf
Plug-Flow detention time= 0.4 min calculated for 0,017 at (100o/o of inflow)
Storage and wetted areas determined by lrregular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area(feetl (sq-ft) (feet'l (cubic-feet) (cubic-feet) (sq-ft)
8,229.50
8i229.80
0 0.0100 50.0
0
10
0
10
n
199
Middle Creek Housing
Prepared by Peak Civil Engineerjng, lnc.
Type ll 24hr Rainfall=l.@'- 2 YrEvent
Page 16
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/192003
frimary OutFlow (Free Discharge)
t-1=Orifice/Grate
L2=Orifice/Grate
# Routino Invert Outlet Devices
1 Primary 8,229.50' 0.12'x 0.55' Horlz OdficdGrab X 20.00 C= 0.6002 Device 1 8,229.50' 2.75'x 0.33'Vert OrificefGrate C= 0.600
Reach 1112111
Inflow = 0.79 cfs @ 11.94 hrs, Volume= 0,033 af
Outflow = 0.7E cfs @ 11.94 hrs, Volume= 0.033 af, Atten= 0016, Lag= 0.1 min
Routing by Stor-lnd method, Time Span= 0.0()'20.00 hrs, dt= 0,01 hrs
Max. Velocity= 8.4 fps, Min. Travel l]me= 0.2 min
Avg. Velocity = 2.5 fps, Avg. TravelTime= 0.5 min
Peak Depth= 0.18'
Capacity at bank full= 1 1.50 cfs
fnfet fnvert= 8,224.39, Outlet lnvert= 8,216.00'
12.0" Diameter Pipe n= 0.013 Length= $Q.Qr $lep6,= 0.1041 '/
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Middle Greek Housing
Prepared by Peak Civil Engineering, Inc'
Type ll ZShr Rainfall=l.00''2 Yr Event
Page17
Reach 11:11
Hydrograph Plot
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Hydrugraph Plot
Middle Creek Housing Type ll 24hr Rainfall=l.00'- 2 Yr Event
Prepared by Peak Civil Engineering, Inc. page 18
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1gp0o3
Reach 31: 31
Hydrograph Plot
12 13 ,t4 ,t5 16 17 1E .lg 20
Reach 412 41
Hydrograph Plot
0.01
0.01
8 910 11 12 13 14 15 16 17 18 1920
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7 E 910 11
Tlme (houE)
,p()
:
tI.
ao
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tl-
Time (hours)
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Middte Greek Housing Type ll 24hr Rainfall--l.@'- 2 Yr Event
Fiepareo by Peak CivilEngineerilg, !n9' .. . ... Pase 19
ilvJioCAcro 6.oo iin oozo+o 6- ige6-260t apprleo [aicrocomputer svstems g/1gl2OOg
Reach 51: 51
Hydrograph Plot
Tlme (hours)
Reach 51.5:5{.5
Hydrograph Plot
Middfe Creek Housing Type ll 24hr Rainfallr1.||' ' 2 Yr Event
Prepared by Peak Civil Engineering, Inc. - Page 20
HvdioCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
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0.7
0.
0.6
0.o
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Reach 52:52
Hydrognph Plot
8910 11 ',|2 13 14 15 16 17 18 1920
Tlme (hour)
Reach 56: 56
8 910 11 12 13 14 15 16 17 1E1920
Time (hours)
Hydrograph Plot
Middle Greek Housing Type ll 24hr Rainfall=l.00' '2 Yr Event
Page 21Prepared by Peak Civil EngineerilO, !n9.
HvdroCAD@6.00 s/n 002040 @ 1986-2001 Ap
Reach 61: 61
Hydrograph Plot
t- tnrtow il- Ouilowl
Reach 71:71
Hydrograph Plot
Middle Creek Housing
Prepared by Peak Civil Engineering, lnc.
Type Il 24hr Rainfall=l.O0'- 2 Yr Event
Page22
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HydroCAD@ 6.00 s/n 002040 @ '1986-2001 Applied Microcomputer Svstems 3/192003
Reach 81: 81
Hydrograph Plot
12345 2E910 11 12 13 14 15 16'.t7 18 1920
Tlme (houc)
Reach 82282
Hydrograph Plot
s 6 7I9'10 11
Tlme (hours)
a(,
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l|.
0.002
0.001
0.001
0.001
0.001
0.001
6
I
'o
lI-
12 13 14 15 16 17 18 19
Middle Creek Housing Type ll 24hr Rainfall=l.00'- 2 Yr Event
Prepared by Peak Civil
.9
IJ
E
Reach 83:83
Hydrognph Plot
i6sto11 12 13 11 15 16 17
llme (houn)
Reach 9l: 91
Hydrognph Plot
0.001
0.001
0.001
0.001
0.001
o
|,
o
tt
Middle Creek Housing Type ll 24hr Rainfall=1.00''2 Yr Event
Prepared by Peak Civif Engineering, Inc. _ Page24
HvdiocAo@ 6.00 s/n OO2O+O @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 101: 101
Hydrograph Plot
7 E 9 10 11 12
Time (houF)
Reach 111:111
Hydrograph Plot
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Appendix C
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Middle Grcek Housing Type ll 24-hr Rainfaltsl.40" - 5 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 1
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Aoplied Microcomputer Svstems 3/1g/2003
Subcatchment 10: 10
Runoff = 0.49 cfs @ 11.94 hrs, Volume=0.022 al
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 2zt-hr Rainfall=1.40"
Area (ac) CN Description
0.233 98 Paved roads Mcurbs & sewers
Tc Length Slope Velocity Capacity Description(min) (feet) (fUft) (fUsecl (cfs)
2.2 60 0.0125 0.4 Sheet Flow SHEET FLOW - ROAI)
n= 0.015 P2= 1.00"0.9 70 0.0050 'l.2 0.25 Channet Ftow, CURB AND GUTTER
Area= 0.2 sf Perim= 2.7' r= 0.07 n= 0.0153.1 130 Total
Pond 10P: 10P
lnflow =Outflow =Primary =
lnflow =Outflow =
0.49cfs @ 11.94 hrs, Volume=
0.49 cfs @ 11.%hrs, Volume=
0.49cfs @ 11.94 hrs, Volume=
0.022af
0.022 af, Atten= 0%, Lag= 9.2 r,n
0.022af
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,209.31' Storage= 10 cf
Pf ug-Ffow detention time= 0.8 min calculated lor 0.022 af (100Yo of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (so-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,209.17
8,209.58
0 0.0 0200 77.0 27
0
27
lrlmary OutFlow (Free Discharge)Ll=Orificey'Grate
L2=Orificey'Grate
# Routinq Invert Outlet Devices1 Primary 8,209J7' 0.12'x0.55'Horiz.Orifice/GrateX20.00 C=0.6002 Device 1 8,209.17' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Reach 11:11
0.49 cfs @ 11 .94 hrs, Volume= 0.022 af
0.48 cfs @ 11.95 hrs, Volume= 0.022 at, Atten= 2olo, Lag= 9.6 r'n
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems V1gn003
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.4 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 0.7 fps, Avg. TravelTime= 3.5 min
Peak Depth= 0.26'
Capacity at bank full= 7.41 ds
lnlet lnvert= 8,205.70', Outlet Invert= 8,2(X.99'
1E.0" Diameter Pipe n= 0.013 Length= 142.5' Slope= 0.0050'/
Subcatchment 20: 20
Runoff = 0.42 cfs @ 11.95 hrs, Volume= 0.016 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 2,t-hr Rainfall=1.40"
Area (ac) CN Description
4.258 98 Paved roads dcurbs & sewers0.193 72 Woods/grass comb., Good, HSG C0.050 74 >757o Grass cover. Good, HSG C
0.501 E6 Weighted Average
Tc Length Velocity Capacity Description
2.0 120 0.0680 1.0 SheetFloq ROADWAY
n= 0.015 P2= 1.00'1.3 330 0.0550 4.1 0.82 Ghannel Flour, CURB AtrlD GUTTER
Area= 0.2 sf Perim= 2.2 r= 0.02 n= 0.0153.3 450 Total
Middle Crcek Housing
Prepared by Peak Civil Engineering, Inc.
Inflow =Outflow =Primary =
E,209.29
8,209,69
Type ll 24hr Rainfall=l.tlO" - 5 Yr Event
Page2
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Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dF 0.01 hrs
Peak Elev= 8,209.42' Storage= 13 cf
Plug-Flow detention time= 1.1 min calculated for 0.016 af (100o/o of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
Pond 20P:20P
0.42 cfs @ 1'1.95 hrs, Volume= 0.016 af
0.42 ds @ 11.95 hrs, Volume= 0.016 at Atten= 0%, Lag= 0.3 min
0.42ds@ 11.95hrs, Volume= 0.016af
0 0.0290 68.0
0
39
0
39
0
368
frimary OutFlow (Free Discharge)
L1=Orifice/Grate
L2=orifice/Grate
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Middle Creek Housing Type ll 24-hr Rainfall=l.40" - 5 Yr Event
frepqredby Peak Civil Engineering, Inc. page 3
HvdroCARO 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19pb(F
# Routing Invert Outlet Devices1 Primary 8,209.29' O.12'x0.55' Horiz. Orifice/GrateX 20.00 C= 0.6002 Device 1 8,209.29' 2.75' x0.33'Vert Orifice/Grate C= 0.600
Inflow =Outflow =
Reach 21:21
0.90 cfs @ 1 1.95 hrs, Volume= 0.038 af
0.86 sfs @ 11.97 hrs, Volume= 0.038 ai Atten= 4%, Lag= 1.9 r'n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.8 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 0.8 fps, Avg. Travel Time= 5.7 min
Peak Depth= 0.35'
Capacity at bank full= 7.42 ds
lnlet Invert= 8,204.89', Outlet lnvert= 8,203.55'
18.0" Diameter Pipe n= 0.013 Length= 26E.5' Slope= 0.0050 ,/
Subcatchment 30: 30
Runoff = 1.09 ds@ 12.04 hrs, Volume=0.058 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= O.OG2O.OO hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
0.083
0.678
98
98
74
Paved parking & roofs
Paved roads dcurbs & sewers
0.975
Tc Length
93 Weighted Average
Slope Velocity Capacity Description
Sheet Floq LANDSCAPE
Woods: Light underbrush n= 0.400 P2= 1.00"
Sheet Flow ASPHALT
n= 0.015 P2= 1.00"2.8 21O 0.0050 1.2 0.25 Channel Ftow, CURB Al,tD GUTTER
Area= 0.2 sf Perim= 2.7, r= 0.02 n= 0.01512.0 370 Total
Pond 30P: 30P
6.7 40 0.2500 0.1
2.5 120 0.0375 0.8
lnflow = 1.09 ds@ 12.U hrs, Volume=
Outflow = 1.09 cfs @ 12.04 hrs, Volume=
Primary = 1.09 cfs@ P.A4 hrs, Volume=
0.058 af
0.058 af, Atten= 0%, Lag= 9.2 rtn
0.058 af
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Middle Greek Housing Type ll 24hr RainfalFl.40. - 5 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 4
HvdroCABO 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1912003
Peak Elev= 8,208.24' Storage= 25 cf
Plug-Flow detention time= 0.8 min calculated for 0.058 af (100% of inflorv)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-fi) (feet) (cubic-feet) (cubic-feet) (s+ft)
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8,207.99
8.208.50
lnflow =Outflow =
0 0.0300 65.0
0051 337
0
51
frimary OutFlow (Free Discharge)L'l=Orifice/Grate
L2=orifice/Grate
# Routino lnvert Outlet Devices
1 Primary 8,207.99' 0.12'x 0.55' Hodz OrificdGrate X 20.fl1 C= 0.6002 Device 1 8,207.99' 2.75'x 0.33'Vert Office/Grate C= 0.600
Reach 31: 31
1.77 ds @ 11.99 hrs, Volume= 0.096 af
1.77 ds @ 12.00 hrs, Volume= 0.096 af, Atten= 0%, Lag= 9.3 r'n
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.5 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.0 fPs, Avg. TravelTime= 1.2 min
Peak Depth= 0.50'
Capacity at bank full= 7.44 ds
Inlet Invert= 8,203.45', Outlet lnvert= E,203.10'
18.0" Diameter Pipe n= 0.013 Length= 69.7 Slope= 0.0050 7
Subcatchment tO: 40
Runoff = 0.23ds@ 12.13 hrs, Volume= 0.017 af
Runoff S SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
Area (ac) CN Description
0.272 9E Paved parking & roofs0.506 74 >75% Grass cover, Good, HSG C
0.778 82 Weighted Average
I
I Middle Creek Housing Type ll 24hr Rainfall=1.40'- 5 Yr Event
I Prepared by Peak Civil Engineering, lnc. Page 5r HvdroCAD@ 6.00 s/n 002040 @ 1985-2001 Applied Microcomputer Svstems 3/192003
I Tc Length Slope Velocity Capacity DescriptionI (min) (feei) (ffi) (fl/sec) (cft)
17.4 125 0.0320 0.1 Sheet Flou LANDSCAPE
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Grass: Short n= 0.150 P2= 1.00"0.1 85 0.4710 10.3 ShallowConcentrated Flow, LAI,IDSCAPE
Grassed Waterway Kv= 15.0 fps0.2 36 0.0100 3.1 6.24 Channel Flou GRASS DITCH
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.030
17.7 246 Total
Pond t[0P:40P
I lnflovrr = 0.23 cfs @ 12.13 hrs, Volume= 0.017 at
I Outflow = 0.23 cfs @ 12.13 hrs, Volume= 0.017 af, Atten= 0%, Lag= 9.9 r,n
' Primary = 0.23 cfs @ 12.13 hrs, Volume= 0.017 al
I Routing by Stor-lnd method, Time Span= 0.0S.20.00 hrs, dt= 0.01 hrs
I
Peak Elev= 8,206.80' Storage= 1 c,f
I Plug-Flow deteniion time= 0.0 min calculated for 0.017 af (100% of inflow)
I Storage and wetted areas determined by lnegular sections
r Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
I (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)rE,206.8000.0000
8,208.00 555 250.0 22 222 4,976
I frimary OutFlow (Free Discharge)L1=Orifice/Grate
I 1 Primary 8,206.80' 0.55 x 0.12' Horiz Orifice/Grate X 24.00 C= 0.600
r Reach 41241
I lnflow = 0.23 cfs @ 12.13 hrs, Volume= 0.017 at
I Outflow = 0.23 ds @ 12.13 hrs, Volume= 0.017 af, Atten= 0%, Lag= 9.2 r'n
Routing by Stor-lnd method, Time Span= 0.0020.00 hrs, dt= 0.01 hrs
I Max. Vbbbity= 2.4lps, Min. Traveltime= 0.3 mint Avg. Velocity = 1.1 fps, Avg. TravelTime= 0.7 min
I Peak Depth= 0.15'
I Capacity at bank full= 10.57 cfs
lnlet InverF 8,203.80', Outlet Invert= 8,203.33'
18.0" Diameter Pipe n= 0.013 Length= 46.4' Slope= 0.0101 '/
I
# Routing lnvert Outlet Devices
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Middle Oeek Housing
Prepared by Peak Civil Engineering, lnc.
Type ll 24-hr RainfalFl.40'- 5 Yr Event
Page 6
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/192003
Subcatchment 50: 50
Runoff = 0.51 ds@ 12.28 hrs, Volume=0.099 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
Area (ac) CN Description
0.280 74 >7570 Grass cover, Good, HSG C
14.516 73 Woods, Fair, HSG C
14.796 73 Weighted Average
Tc Length Slope Veloci$ Gapacity Description(min) (fee0 (ft/ft) (fUsec) (cfs)
Sheet Flor, WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shaltow Concentrated FloW WOODS
Unpaved Kv= 16.1fps0.3 275 0.1090 16.0 256.U Channel Flow GRIISS DITCH
Area= 16.0 sf Perim= 16.5' r= 0.97' n= 0.03)
225 2,485 Total
Pond 50P: 50P
18.3 125 0.2000 0.1
3.9 2,085 0.3000 8.8
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lnflow =Outflor =Primary =
8,248.50
8,252.00
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,249.01' Storage= 98 c'f
Plug-Flow detention time= 3.3 min calculated for 0.157 af (100% of inflow)
Storage and wefted areas determined by lnegular sec'tions
Elevation Surf.Area Perim.lnc.Store Cum.Store WEt.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
1.32cfs @ '11.94 hrs, Volume=
1.30 cfs @ 11.95 hrs, Volume=
1.30 cfs @ 11.95 hrs, Volumg=
0 0.0575 95.0
0.15E af
0.157 af, Atten= 1%, Lag= 0.6 min
0.157 af
00671 737
0
671
Eqll{fl;f row (Free Discharge)
# Routinq lnvert Outlet Devices
1 Primary 8,248.50' 18.0" x 102.4' long Culvert RCP, end-section conforming to fill, Ke= 0.500
Outlet lnvert= 8.243.50' S= 0.(X88 7 n= 0.013 Cc= 0.900
Middle Creek Housing Type Il 24-hr Rainfall=1.40" - 5 Yr Event
Page 7Prepared by Peak Civil Engineering,
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Reach 5{: 5l
lnflow = 1.30 c'fs @ 11.95 hrs, Volume= 0.157 al
Oumo* = 1.Zgcts @ tt,SS hrs, Volume= 0.157 af, Atten= 0%, Lag= 9.2 t,n
Routing by Stor-lnd method, Time Span= 0.0G20'00 hrs, dF 0.01 hrs
Max. Velocity= 7.1 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 2.8 fps, Avg. Travel Time= 0.6 min
Peak Depth= 0.24'
Capacity at bank full= 23.49 cfs
Inlet Invert= 8,248.50', Outlet Invert= 8,243.50'
18.0" Diameter Pipe n= 0.013 Length= 100'0' Slope 0'0500'/
Reach 51.5: 51.5
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 14.7 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.0 fps, Avg. TravelTime= 0.3 min
Peak Depth= 0.15'
Capacity at bank full= 65.65 sfs
Inlet Invert= 8,243.(X)', Outlet lnvert= 8,203.20'
18.0" Diameter Pipe n= 0.013 Length= 101.9 Slope= 0.3906'/
Reach 52:52
fnflow = 1.29 cfs@ 11.95hrs, Volume=
Outffow = 1.29 cfs@ 11.95hrs, Volume=
0.157 al
0.157 af , Atten= 0%, Lag= 9.1 t'n
0.174 af
0.174 af, Af,ten= 0%, Lag= 0.0 min
lnflow =
Outflow =
1.36 cfs @ 11.96 hrs, Volume=
1.36 cfs @ 11.96 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0G20,00 hrs, dt= 0.01 hrs
Max. Velocity= 6.4 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 2.6 fps, Avg. Travel Time= 0'1 min
Peak Depth= 0,27'
Capacity at bank full= 19.91 cfs
lnlet Invert= 8,202.90', Outlet lnvert= 8,202.53'
18.0" Diameter Pipe n= 0.013 Length= 10.3' Slope= 0'0359'/
Subcatchment 55: 55
Runoff = 1,31 cfs @ 11.94 hrs, Volume=0.059 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0'0S20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
HvdroCAD@ 6.00 s/n 002040 @ '1986-2001 Applied Microcomputer Svstems 3/19/2003
Area (ac) CN Description
0.633 9E Paved parking & roofs
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (fUsec) (cfs)
3.3 150 0.0300 0.8 Sheet Flow,
n= 0.015 P2= 1.00"
Reach 56:56
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24-hr Rainfall=l.40'- 5 Yr Event
Page I
0.059 af
0.059 af, Atten= 0%, Lag= g.g rtn
0017 424
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lnflont =Outflow =
8,207.77
8,207.97
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Subcatchment 60: 60
Runoff = 0.22 cfs @ 11.93 hrs, Volume=0.010 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
Area (ac) CN Description
0.105 98 Paved roads dcurbs & seurers
Tc Length Slope Velocity Capacity Description(min) (feet) (fl/ft) (ft/sec) (cft)
2.2 63 0.0150 0.5 SheetFlow, ROADWAY
n= 0.015 P2= 1.(X)"0.6 43 0.0050 1.2 0.25 Channel Flow, CURB At{D GUTTER
Pond 60P:60P
fnffow = 0.22 cfs @ 11.93 hrs, Volums 0.010 af
Outffow = 0.22 cfs @ 11.94 hrs, Volume= 0.010 af, Atten= 1%, Lag= 9,3 ttn
Primary = 0.22 cfs @ 11.94 hrs, Volume= 0.010 af
Routing by Stor-lnd method, Time Span= 0.0020.00 hrs, dF 0.01 hrs
Peak Elev= 8,207.E6' Storage= 7 cf
Plug-Flow detention time= 1.3 min calculated for 0.010 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubicfeet) (cubic-feEt) (sq-ft)
1.31 cfs @ 11.94 hrs, Volume=
1.31 cfs @ 11.94 hrs, Volume=
0 0.0250 73,0
0
17
I
r Middle Creek Housing Type ll 24hr Rainfall=1.40' - 5 Yr Event
I Prepared by Peak CivilEngineering, Inc. Page 9I HvOioClO@ 6.00 s/n OO2O+O 6 tga6-260t Rpptied Microcomputer Svstems 3/19/2003
I frimary OutFlow (Free Discharge)
L-1=Orifice/Grate
I L2=orificdcrate
I # Routinq lnvert Outlet Devices
r 1 Primary 8,207.77' 0.12' x 0.55' Horiz. Orifice/Grate X 20.00 C= 0.600
I 2 Device 1 8,207.77' 2.75' x 0.33' VerL Orifice/Grate C= 0.600
Reach 61: 61
- lnflow = 1.92 cfs @ 11.99 hrs, Volume= 0.106 af
I Outflow = 1.91 cfs @ 12.00 hrs, Volume= 0.106 ai Atten= 0%, Lag= 9.5 t'n
I Routing by Stor-lnd method, Time Span= O.o0-2O.Oo hrs, dt= 0.01 hrs
Max. Velocity= 4.0 fps, Min. Travel Time= 0.7 min
I Avg. Velocity = 1.2 fps, Avg. TravelTime= 2.4 min
I
Peak Depth= 0.48'
I Capacity at bank full= 8.79 cfs
I Inlet Invert= 8,203.00', Outlet Invert= 8,201.82'r 18.0" Diameter Pipe n= 0.013 Lengrth= 168.7' Slope= 0.0070 7
r SubcatchmentTO:70
Runoff = 0.43 cfs @ 11.95 hrs, Volume= 0.017 af
I Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
Area (ac) CN Description
0.196 98 Paved roads dcurbs & sewers
0.066 98 Paved parking & roob
0.310 74 >75% Grass cover, Good, HSG C
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I 0.572 85 Weighted Average
I Tc Length Slope Velocity Capaci$ Descriptionr (min) (feet) (fi/ft) (fUsec) (cfs)
2.4 73 0.0150 0.5 Sheet Flow ROADWAY
n= 0.015 P2= 1.00"
I 1.2 140 0.0120 1.9 0.38 Ghannel Flow CURB AtlD GUTTER
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Pond 70P:70P
I Inflow = 0.43 cfs @ 11.95 hrs, Volume= 0.017 al
Outflow = 0.43 cfs @ 11.95 hrs, Volume= 0.017 af, Atten= 0%, Lag= 9.2 rn'n
I Primary = 0.43 cfs @ 11.95 hrs, Volume= 0.017 al
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Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=l.40'- 5 Yr Event
Page 10
HvdroCAD@ 6.00 s/n 002040 @ 198&2001 Applied Microcomputer Svstems 3/1912003
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,206.66' Storage= 6 cf
Plug-Flor detention time= 0.6 min calculated for 0.017 af (10006 of inflow)
Storage and wetted areas determined by lnegular sections
Elevdtion Surf.Area Perim.Inc,Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (s+ft}
8,206.53
8,206.73
0 0.0145 55.0
0
10
0
10
0
241
frimary OutFlow (Free Discharge)
L1=Orific€/Grate
t-2=orifice/Grate
# Rortinq Invert Outlet Devices
1 Primary 8,206.53' 0.12'x0.55'Horiz.Orlflce/GrateX20.00 G=0.6002 DeMce 1 8,206.53' 2.75'x O.tXl'Vert Odfice/Grate C= 0.600
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Inflort =Outflor =
Reach 71=71
3.58 cfs @ 11.97 hrs, Volume= 0.296 af
3.58 cG @ 11.97 hrs, Volume= 0.296 al Atten= 0%, Lag= 9.2 rtn
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, d[= 0.01 hrs
Max. Velocity= 5.4 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.9 fps, Avg. Travel Time= 0.7 min
Peak Depth= 0.60'
Capacity at bank full= 10.53 cfs
fnlet fnvert- 8,201.72', Outlet Invert= 8,200.89'
18.0" Diame{er Pipe n= 0.013 Length= 82.6' Slope= 0.0100'/
Subcatchment 80: 80
Runoff = 0.10 cfs @ 12.06 hrs, Volume=0.011af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G.20.00 hrs, dt= 0.01 hrs
Type ll 2zl-hr Rainfall=l.40"
Area (ac) CN Description
1.1U 73 Woods, Fair, HSG C
0.535 74 >75% Grass cover, Good, HSG C
1.639 73 Weighted Average
Middle Creek Housing Type ll 24hr Rainfall=l.40" - 5 Yr Event
Page 11Prepared by Peak Civil ineering, Inc,
1986-2001
Tc Length Slope
7.0 50 0.3s00 0.1
2.1 430 0.4850 3.5
Capacity Description
Sheet Floq WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shallow Concentrated Floq WOODS/I-ANDSCAPE
cfs
Woodland Kv= 5.0 fps
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9.1 480 Total
Pond 80P:80P
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,205.58' Storage= 27 cf
Pf ug-Ff our detention time= 1 ,2 min calculated for 0.042 al (100o/o of inflow)
Storage and wetted areas determined by Inegular sections
Inflow = 0.80 cfs @ 11.95 hrs, Volume=
Outflow = 0.80 cfs @ 11.95 hrs, Volume=
Primary = 0.80 cfs @ 11.95 hrs, Volume=
O.O42 at
0.042 al, Atten= 0%, Lag= 9.4 r'n
0.042 af
0071 48
Elevation SurfArea Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,205.38
8,205.91
Inflow =Outflow =
Inflow =Outflow =
0 0.0400 75.0
0
71
frimary OutFlow (Free Discharge)L1=Orificey'Grate
L2=Orifice/Grate
# Routing Invert Outlet Devices1 Primary 8,205.38' 0.12' x 0.55' Horiz Orifice/Grate X 20.00 C= 0.6002 Device 1 8,205.38' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Reach 81: 81
0.10cfs @ 12.06 hrs, Volume= 0.011af
0.10 cfs @ 12.ffi hrs, Volume= 0.011 at Atten= 0%, Lag= 0.0 min
Routing by Stor-lnd method, Time Span= 0.0O20.00 hrs, dt= 0.01 hrs
Reach 82:82
4.35 cfs @ 11.97 hrs, Volume= 0.338 af
4.35 cfs @ 11.97 hrs, Volume= 0.338 af, Atten= 0%, Lag= g.g *'n
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 7.3 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 2.4 fps, Avg, TravelTime= 0.1 min
Middle Creek Housing
Prepared by Peak Givil Engineering, Inc.
Type ll 24hr Rainfalbl .40' - 5 Yr Event
Page12
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/192003
Peak Depth= 0.56'
Capacity at bank full= 14.86 sfs
Inlet Invert= 8,200.79', Outlet Invert= 8,200.51'
18.0" Diameter Pipe n= 0.013 Length= 14.0' Slope= 0.0200'/
REach 83: 83
lnflo,v =Outflow =
4.35 cfs @ 11.97 hrs, Volume= 0.338 af
4.31 cfs @ 11.98 hrs, Volume= 0.337 al Atten= 1%, Lag= 0.6 min
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 7.7 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.6 fps, Avg. TravelTime= 2.5 min
Peak Depth= 0.53'
Capacity at bank full= 16.17 cfs
lnlet lnvert= 8,199.40', Outlet Invert= 8,190.10'
'f8.0" DiameterPipe n= 0.013 Length=392.7 Slope= 0.0237'l
Subcatchment 85: 85
Runoff = 0.80 cfs @ 11.94 hrs, Volume=0.031 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
Area (ac) CN Description
0.47 98 Paved parking & roofs0.217 74 >75% Grass cover. Good, HSG C
0.664 90 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feetl (ffiI (fUsec) (cfs)
2.4 92 0.0250 0,6
1.0 245 0.0570 4.2
Sheet Flor, PARKING
n= 0.015 P2= 1.00"
0.83 Channel Floq CURBAND GUTTER
Nea=0.2sf Perim= 2.7' r= 0.07' n=0.015
3.4 337 Total
Subcatchment 90: 90
Runoff - 0.13 cfs @ 11.95 hrs, Volume= 0.006 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,0S20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
1986-2001
Area (ac) CN Description
0.337 70 Woods, Good, HSG C
0.276 74 >75% Grass cover, Good, HSG C
0.078 9E Paved oarkins & roofs
0.691 75 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (fUsecl (cfs)
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
0.6 100 0.4390 2.6
0.9 190 0.5360 3.7
0.1 190 0.1895 31.8
Type ll 24hr Rainfall=l.40'- 5 Yr Event
Page 13
Sheet Floq WOODS
Smooth surfaces n= 0.01 1 P2= 1.00"
Shallow Concentrated Flow WOODS
Woodland Kv= 5.0 fps
1,016.37 GhannelFlow, GRASS DITGH
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Nea=32.
Pond 90P:90P
r= 1.79' n=
lnflow =Ontflow =Primary =
0.13 cfs @ 11.95 hrs, Volume=
0.09 cfs @ 11.99 hrs, Volume=
0.09 cfs @ 11.99 hrs, Volume=
0.006 af
0.006 af, Atten= 26%, Lag= 2.5 min
0.006 af
Routing by Stor-lnd method, Time Span= 0.0$20.00 hrs, dt= 0.01 hrs
Peak Efev= 8,245.15' Storage= 22 cf
Plug-Flow detention time= 11.2 min calculated for 0.006 af (99% of inflow)
Storage and wetted areas determined by lrregular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area
1.6 480 Total
8,245.00
8,248.50
0 0.0460 80.0
0
528
0
537
0
537
Primary OutFlow (Free Discharge)t-t=clMert
# Routing lnvert Outlet Devices
1 primai 8,245.00' 12.0" x 106,5' long Culvert RCP, end-section conforming- to fill, Ke= 0.500
Outlet lnvert= 8.239.50' S= 0.0516 7 n= 0'013 Cc= 0.900
Reach 91:91
Inflow = 0.09 cfs @ 11.99 hrs, Volume= 0.006 af
Outflow = 0.09 c'fs @ 1 1 .99 hrs, Volume= 0.006 al Atten= 1%, Lag= g'4 t'n
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0'01 hrs
Max. Velocity= 3.5 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 1.6 fps, Avg. Travel Time= 1.1 min
Middle Grcek Housing Type ll 24hr RainfalFl.40' - 5 Yr Event
Prepared by Peak Civil Engineering, Inc. page 14
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1glZ0O3
Peak Depth= 0.08'
Capacity at bank full= 8.10 sfs
lnlet lnvert= 8,245.00', Outlet lnvert= 8,239.50'
12.0" Diameler Pipe n= 0.013 Length= 106.5' Slope= 0.0516 7
Subcatchment 100: 100
Runoff = 0.60 cfs @ 11.93 hrs, Volume=0.024 af
Runoff by SCS TR-20 method, UH=SGS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
Area (ac'l CN Description
0.044 74 >75% Grass cover, Good, HSG C0.289 9E Paved parkino & roofs
0.333 95 Weighted Average
Tc Length Slope Velocig Capacity Description(min) (feet) (ffi) (fUsec) (cfs)
0
10
0
10
0
199
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2.3 109 0.0367 0.8
0.4 90 0.0440 3.7
SheetFloq PARXING
n= 0.015 P2= 1.0O'
0.73 Channel Floq GURBAND GUTTER- Area=O.2sf Perim=2.7 e0.07,n=0.015
Pond 100P:100P
Inflow = "
0.60 cfs @ 11.93 hrs, Volume=
Outflow = 0.60 cfs @ 11.93 hrs, Volume=
Primary = 0.60 cfs @ 11.93 hrs, Volume=
0.024af
0.024 af, Atten= 0%, Lag= g.g r,n
0.024af
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,242.71' Storage= 0 cf
Plug-Ffow detenlion time= 0.0 min calculated for 0.024 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,242.70
8,243.00
0 0.0100 50.0
frimary OutFlow (Free Discharge)
F1=Orifice/Gratel-2=Orificey'Grate
# Routinq Invert Outlet Devices
1 Primary 8,242.70' 0.12'x 0.55' Horiz. Orifice/Grate X 20.00 C= 0.6002 Primary 8,242.70' 2.75'x 0.33'Vert. Orifice/Grate C= 0.600
Middle Creek Housing
Prepared by Peak Civil Engineering,Inc,
Type ll 24hr Rainfall=l.40' - 5 Yr Event
Page 15
1
Reach 101: 101
lnflow =Outflow =
0.62 cfs @ 11.94 hrs, Volume=
0.62 cfs @ 11.95 hrs, Volume=
0.030 af
0.030 af, Atten= 1%, Lag= 9.5 r'n
0.026 af
Routing by Stor-lnd method, Time Span= 0.OG2O.OO hrs, dt= 0.Ol hrs
Max. Velocity= 6.2 fps, Min, Travel Time= 0.7 min
Avg. Velocity = 2.0 fps, Avg. Travel Time= 2.1 min
Peak Depth= 0.19'
Capacity at bank full= 8.21 cfs
fnfet lnvert= 8,239.00', Outlet lnvert= B,22S.SO,
12.0" Diameter Pipe n= 0.013 Length= 2tr4,4' Slope= 0.0531 ,/
Subcatchment 110: 1{0
Runoff = 0.63 cfs @ 11.93 hrs, Volume=
Runoff !y 9CF TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.40"
0.015
0.296
>75% Grass cover, Good, HSG C
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0.311 Weighted Average
Tc Length Slope Velocity Capacity Description
mrn
1.8
0.9
95
220
0.0520
0.0500
0.9
3.9
Sheet Floq PARKING
n= 0.015 P2= 1.00"
0.78 Channel Flow' CURB AND GUTTER
315 Total
Pond 110P:110P
sf Perim=
0.026 af
0.026 al Atten= 0%, Lag= 9.1 rtn
0,026 af
lnflow = 0.63 cfs @ 11.93 hrs, Volume=Outflow = 0.63 c,fs @ 11.93 hrs, Volume=Primary = 0.63 cfs @ 11.93 hrs, Volume=
Routing by Stor-lnd method, Time Span= O.0G2O.O0 hrs, dt= 0.01 hrs
Peak Elev= 8,229.67' Storage= 6 cf
Plug-Ffow detention time= 0.4 min calculated for 0.026 at (100Vo of inflow)
Storage and wetted areas determined by lrregular sectioni
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area
8,229.50
8,229.80
0
199
0
1010
0
100
0.0
50.0
cubic-
Middle Creek Housing
Prepared by Peak Civil Engineering, lnc,
Type ll 24hr RainfalFl.40' - 5 Yr Event
Page 16
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1912003
frlmary OutFlow (Free Discharge)
L'l=Orificey'Grate
L2=orifice/Grae
# Routins1 Primary 8,229.50' 0.12'x0.55'HorizOrificefGrateX20.00 C=0.6002 Device 1 8.229.50' 2.75'x 0.33'Vert Orifice/Grate C= 0.500
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lnflont =Outfloul =
Reach 1112111
1.23 cfs @ 11.94 hrs, Volume= 0.057 af
1.23cfs@ 'l'l.g4hrs, Volume= 0.057af, Atten=0%, Lag=0.1 min
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, d1= 0.01 hrs
Max. Velocity= 9.6 fps, Min. Travel T'ime= 0.1 min
Avg. Velocity = 2.8 fPs, Avg. Travel Time= 0.5 min
Peak Depth= 0.22'
Capacity at bank full= 11.50 cfs
fnlet fnvert= 8,224.33', Outlet lnvert= 8,216.00'
12.0" Diameter Pipe n= 0.013 Lengilh= 80.O Slope= O.'lo4.'l'l
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24-hr Rainfall=l.40' - 5 Yr Event
Page 17
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 11:11
Hydrograph Plot
Reach 21:21
Hydrograph Plot
12 13 14 15 16 17 18 t9 20
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type Il 24hr Rainfalts/.40'- 5 Yr Event
Page 18
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74910 11 12't3 14 15 16 17 lE1920
nme (houE)
Reach 41:41
Hydrograph Plot
0.1
0.
0.1
0.1
8 910 11 12 13 14 't5 16 17 18 1920
Tlmo (houn)
,g
CI
!0
E
o
o
tr
Reach 3{: 31
Hydrograph Plot
Middle Creek Housing Type ll 2*hr Rainfall=1.40" - 5 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 19
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1 9/2003
o
o
3
IL
7E910 11 12 13
nme (houF)
Reach 51.5:51.5
Hydrograph Plot
14 15 16 17 '18
Reach 51:51
Hydrograph Plot
:
4ll
o
E
8 910 11 12
Tim€ (hours)
191E1716IR1413
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24-hr Rainfall=l.40' - 5 Yr Event
Page 20
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67 E910 l',1 12 13 14 15 16 17 18 1S20
Tlme (houtB)
Reach 56:56
Hydrognph Plot
8 9 10 11 12 13 14 15 16 17 1E '19 20
Tlme (hours)
n
.J
0ii
4(J
IC'ii
Reach 52=52
Hydrograph Plot
'
:
:
Middle Creek Housing Type ll 2$hr Rainfall=l.40'- 5 Yr Event
Page 21Prepared by Peak Civil Engineering, lnc.
Reach 61: 61
Hydrograph Plot
012 3 4 5I7 6 910 11 12
nme (hours)
Reach 71271
o
.J
l!-
17 18 19m
7 A 910 11
Timo (hours)
13 14 '15 16
Hydrograph Plot
12 13 14 1s 16 17 18 19 20
Middle Creek Housing Type Il24hr Rainfall=1.40'- 5Yr Event
Prepared by Peak Civil Engineering, Inc. Page2?
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 81: 81
Hydrograph Plot
0.11
0.1
0.07
6.0.
ol
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;0.(90
0.03
0.025
o.o2
0.015
0.01
8 9 10 11 12
nme oours)
Reach 82'82
Hydrograph Plot
6
IJ
'l!
8 910 11 12 13 14 15 16 17 18 19'
Tlme (hours)
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Middle Greek Housing Type ll24-hr Rainfall=l.40''SYrEvent
Prepared by Peak Civil Engineering, Inc. Page23
Hvd;oCAD@ 6.00 eh OO2O4O @ 1986-2001 Applied Microcomputer Svstems 3/192003
Reach 83: 83
HydrograPh Plot
Hydrograph Plot
Middle Greek Housing
Prepared by Peak Civil Engineering, lnc.
Type ll 24hr Rainfall=1.40' - 5 Yr Event
Page24
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Reach 101: 101
Hydrograph Plot
E 910 11 12 13 14 15 16
Tlmo (hout)
Reach 111= 111
Hydrograph Plot
--".i.- -!-."-i -- "-1.. . i'-. .
1
0.1
n
0.0
.Eo
B
]|.
910 11
Tlme (houF)
I6 12 '13 14 1A 17 18 19
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r Middle Creek Housing Type ll 24hr Rainfall=1.70'- 10 Yr Event
I Prepared by Peak Civil Engineering, lnc. Page 1r HvdioCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Subcatchment 10: 10I
Runoff = 0.60 cfs @ 11.% hrs, Volume= 0.027 al
I Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.70'
I Area (ac) CN Description
0.233 98 Paved roads dcurbs & sewers
I Tc Length Slope Veloci$ Capacity Descriptionr (min) (feet) (ffi) (fUsec) (cfs)
2.2 60 0.012s 0.4 Sheet Floq SHEET FLOW' ROAD
I n= 0.015 P2= 1.00"r 0.9 70 0.0050 1.2 0.25 channel Flou cuRB At{D GUTTER
II
Pond 10P: 10P
I Inflow = 0.60 cfs @ 11.94 hrs, Volume= 0.027 af
Outflor = 0.60 cfs @ 11.94 hrs, Volume= 0.O27 af, Atten= 0%, Lag= 9.2 ttn
I Primary = 0.60 cfs @ 11.% hrs, volume= 0'027 af
T
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
I Peak Elev= 8,209.34' Storage= 11 cfr Plug-Flow detention time= 0.8 min calculated tor 0.027 af (100% of inflow)
Storage and wetted areas determined by Inegular sections
I Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
18,209.1700.0000I s,2og.sa 2oo 77.0 27 27 472
r frimary OutFlow (Free Discharge)I L1=orific€/GrateI L2=orifice/Grate
# Routinq Invert Outlet Devices
T
T
1 Primary 8,209.17' 0.12'x0.55'Horiz.Orifice/GrateX20.00 C=0.6002 Device 1 8,209.17' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Reach 11:11
I Inflow = 0.60 cfs @ 11.94 hrs, Volume= 0.027 al
I Outflow = 0.59 cfs @ 11.95 hrs, Volume= 0.027 af, Atten= 1%, Lag= 9.6 t'n
I
I
Middle Grcek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=l.70' - 10 Yr Event
Page2
HvdroCADO 6.00 s/n 002M0 @ 1986-2001 Applied Microcompuler Svstems 3/192003
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dF 0.01 hrs
Max. Veloci$= 2.5 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 0.7 fps, Avg. Travel Time= 3.3 min
Peak Depth= 0.29'
Capacity at bank full= 7.41 ds
Inlet lnvert: 8,205.70', Outlet lnvert= 8,204.99'
18.0" Diameter Pipe n= 0.013 Length= 142.5' Slope= 0.0050'/
Subcatchment 20: 20
Runoff = 0.63 cfs @ 11.94 hrs, Volume=0.024 at
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.70"
Area (ac) CN j' Description
0.258 98 Paved roads dcurbs & sewers0.193 72 WoodJgrass comb., Good' llSG C
0.050 74 >75% Grass cover, Go@LL!981C
0.501 86 Weighted Average
Tc Length Slope Velocity CapaciV Desuiption(min) (feet) (ft/fi) (fl/sec) (cfs)
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2.0 120 0.0680 1.0
1.3 330 0.0550 4.1
Sheet Flow, ROADWAY
n= 0.015 P2= 1.(X)"
O.82 Ghannel Floq CURBANDGUTIER
Area= 0.2 sf Perim= 2.7' r= 0,07 n= 0.015
3.3 450 Total
Pond 20P:20P
lnflow = 0.63 cfs @ 11,94 hrs, Volume- 0.024 at
Outflow = 0.62 cfs @ 11.95 hrs, Volume= 0.024 al, Atten= 0%, Lag= 9.3 r'n
Primary = 0.62 cfs @ 11.95 hrs, Volume= 0.024 al
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,209.46' Storage= 17 cf
Plug-Flow detention time= 1 .0 min calculated lor 0.024 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (s+ft) (feet) (cubiofeet) (cubic-feet) (s+ft)
8,209.29
8,209.69
0 0.0290 68.0
0
368
0
39
0
39
primary OutFlow (Free Discharge)
t-1=Orifice/Grate
t-2=orifice/Grate
Middle Creek Housing
Prepared by Peak Civil Engineering,I
1
nc.
Type ll 24hr Rainfall=l.70" - 10 Yr Event
Page 3
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@1
Outlet
Primary
Device 1
8.209.29'
8,209.2g',
0.12' x 0.55' Horiz Ortfice/Grate X 20.00 C= 0.600
2.75'x 0.33'Vert Orifice/Grate C= 0.600
lnflow =Outflow =
Reach 21:21
1.21 cfs@ 11.95hrs, Volume= 0.051 af
1.17 cfs @ 11.96 hrs, Volume= 0.051 al Atten= 3%, Lag= 9.9 r'n
0.079 af
Routing by Stor-lnd method, Time Span= O.O0'2O.OO hrs, dt= 0.01 hrs
Max. Velocity= 3.1 fps, Min. Travel Time= 1.5 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 5.3 min
Peak Depth= 0.40'
Capacity at bank full= 7.42 efs
lnlEt lnvert= 8,204.89', Outlet lnvert= 8.203.SS'
18.0" Diameter Pipe n= 0.013 Length= 268.5' Slope= 0.0OSO T
Subcatchment 30: 30
Runoff = 1.45ds@ 12.M hrs, Volume=
Runoff !V SC9 TR-20 method, UH=SCS, Time Span= O.OG2O.OO hrs, dt= 0.01 hrs
Type ll 2zl-hr Rainfall=1.70" '
0.083
0.678
98 Paved parking & roofs98 Paved roads dcurbs & sewers
0.975 93
Tc Length
Weighted Average
Sfgpe Velocity Capacity Description
6.7
2.5
2.8
40 0.2500
120 0.0375
210 0.0050
0.1
0.8
1.2
Sheet Flow LANDSCAPE
Woods: Light underbrush n= 0.400 P2= 1.00,'
Sheet Floq ASPHALT
n= 0,015 P2= 1.00"
O.25 Channel Floq CURB AND GUTTER
Pond 30P: 30P
Inflow =Outflow =Primary =
1.45 efs @ 12.04 hrs, Volume=
1.45cfs @ 12.U hrs, Volume=
1.45 cfs @ 12.04 hrs, Volume=
0.079 af
0.079 af, Atten= 0%, Lag= 9.2 r'n
0.079 af
Routing by Stor-lnd method, Time Span= O.0O-20.00 hrs, dt= 0.01 hrs
Mlddle Grcek Housing Type ll 24hr Rainfall=l.70'- 10 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 4
HvdroCAD0 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Peak Elev= 8,208.29' Storage= 30 cf
Plug-Flor detention time= 0.7 min calculated for 0.078 af (100% of inflow)
Storage and wefted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (s+ft) (feet) (cubic-feet) (cubic-feet) (so-ft)
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8,207.99
8,208.50
lnflow =
Outflottr =
0 0.0300 65.0
0
51
0051 337
fdmary OutFlow (Free Discharge)
L1=Orifice/Grate
L2=orifice/Grate
# Ror.rtino lnvert Outlet Devices
1 Primary 8,207.99' 0.12' x 0.55' Horlz. Orifice/Gnte X 20.00 C= 0.6002 Device 1 8,207.99' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Reach 31: 31
2.38 cfs @ 11.99 hrs, Volume= 0.129 af
2.38 cfs @ 11.99 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.2 min
Routing by Storlnd method, Time Span= 0.0G20,00 hrs, dt= 0.01 hrs
Max. Velocity= 3,7 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.1 fps, Avg. Travel Time= 1.1 min
Peak Depth= 0.5E
Capacity at bank full= 7.44 ds
lnlet Invertr 8,203.45', Outlet lnverF E,203.10'
18.0" Diameter Pipe n= 0.013 Length= 69.7 Slope= 0.0050'/
Subcatchment 40: tO
Runoff = 0.39 ds@ 12.12 hrs, Volume=0.026 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20,00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.70"
Area (ac) CN Description
0.272 98 Paved parking & rooft
0.506 74 >75% Grass cover, Good, HSG C
0.778 82 Weighted Average
I
r Middle Greek Housing Type Il 24-hr Rainfall=l.70'- 10 Yr Event
I Prepared by Peak Civil Engineering, Inc, page Sr HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1g/2003
I Tc Length Slope Velocity Capacity DescriptionI (min) (feet) (fUft) (fUsec) (cfs)
17.4 125 0.0320 0.1 Sheet Flow, |_ANDSCAPE
I Grass: Short n= 0.150 P2= 1.00"
I 0.1 85 0.4710 10.3 Shallow Concentrated Flow, ISNDSCAPE
Grassed Waterway Kv= 15.0 fps
r 0.2 36 0.0100 3.1 6.24 Channel Flow, GRASS DTTCH
I Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.03017.7 246 Total
I Pond t$0P:40P
- lnflow = 0.39 ds @ 12.12 hrs, Volume= 0.026 af
I Outflow = 0.39 cfs @ 12.12 hrs, Volums= 0.026 af, Atten= 0%, Lag= 9.9 r,nI Primary = 0.39 ds @ 12.12 hrs, Volume= 0.026 af
I Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dts 0.01 hrsI
Peak Elev= 8,206.81' Storage= 1 cf
I Plug-Flow detention time= 0.0 min calculated for 0.026 at (100To of inflow)
I Storage and wetted areas determined by lnegular sestions
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
I (feet) (s+ft) (feet) (cubic-feer) (cubic-feet) iiq-ft)r8,206.8000.0000
8,208.00 555 250.0 222 2n 4,976
I frimary OutFlow (Free Discharge)L1=Orifice/Grate
I # Routinq Invert Outlet Devices1 Primary 8,206.80' 0.55'x0.1?Horiz.Orifice/GrateXZ.00 C=0.600
r Reach 41:41
r lnflow = 0.39 ds @ 12.12 hrs, Volume= 0.026 af
I Outflor = 0.39 ds@ 12.12 hrs, Volume= 0.026 af, Atten= 0%, Lag= 9.2 r'n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
I Max. Velocity= 2.8 fps, Min. Travel Time= 0.3 mint Avg. Velocity = 1.2 fps, Avg. TravelTime= 0.6 min
I Peak Depth= 0.20'
I Capacity at bank full= 10.57 cfs
Inlet Invert= 8,203.80', Outlet lnvert= 8,203.33,
18.0" Diameter Pipe n= 0.013 Length= 46.4' Slope= 0.0101 ,/
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Middle Creek Housing
Prepared by Peak CMil Engineering, Inc.
3.9 2,085 0.3000
0.3 275 0.1090
Type ll 24hr Rainfalbl.70'- 10 Yr Event
Page 6
HvdroCAD@ 6.00 s/n 002040 @ 198G2001 Applied Microcomputer Svstems 3/1912fi)3
Subcatchment 50: 50
Runoff = 1.73ds@ 12.23hrs, Volume=0.205 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, d1= 0.01 hrs
Type ll 24-hr Rainfall=1.70"
Area (ac) CN Description
0.280 74 >75% Grass cover, Good, HSG C
14.516 73 Woods, Fair. HSG C
14.7% 73 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feet) (fr/ft) (fUsec) (cfs)
18.3 125 0.2000 0.1 Sheet Floq WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"8.8 Shallow Concentrated Floq WOODS
Unpaved Kv= 16.1fps16.0 2ffi.U GhannelFlow' GMSS DITCH
Area= 16.0 sf Perim= 16.5' r= 0.97 n= 0.030
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22.5 2,485 Total
fnflor = 1.90 ds@ 12.22hrs,
Outflow = 1.90 cfs @ 12.23 hrs,
Primary = 1.90 cfs @ 12.23 hrs,
Pond 50P:50P
Vofume= 0.278 atVofume= 0.278a1, Atten= 0%, Lag= 9.5 ttnVolume= 0.278 aI
000671 671 737
Routing by Stor-lnd rnethod, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Efev= 8,249.19 Storage= 120 cf
Pfug-Flow detention time= 2.4 min calculated for 0.278 af (100% of inflour)
Storage and wetted areas determined by lnegular sec'tions
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area
ffeet) (sq-ft) (feet) (cubiefeet) (cubiefeetl (sq-ft)
8,248.50
E,252.00
0 0.0575 95.0
Primary OutFlow (Free Discharge)t-1=cltuert
# Routinq lnvert Outlet Devices
1 Primary 8,248.50' 18.0" x 102.4' long Culvert RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 8,243.50' S= 0.O4EE 7 n= 0.013 Cc= 0.900
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r Middle Greek Housing Type lt 2Shr Rainfatl=1.70" - 10 Yr Event
I Prepared by Peak Civil Engineering, lnc. PageTr HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Systems 3/19/2003
r Reach 51:51
Inflow = 1.90 ds@ 12.23 hrs, Volume= 0.278afI Outflow = 1.90 cts@ lZ.Zq hrs, Volume= 0.277 at, Atten= 0olo, Lag= 9.2 r,nI
Routing by Stor-lnd method, Time Span= 0.0e20.00 hrs, dt= 0.01 hrs
I Max. Velocity= 8.0 fps, Min. Travel Time= 0.2 min
I Avg. Velocity = 3.2 fps, Avg. Travel Time= 0.5 min
r Peak Depth= 0.29'
I Capacity at bank full= 23.49 cfsr Inlet Invert= 8,248.50', Outlet Invert= 8,243.50'
18.0" Diameter Pipe n= 0.013 Lengrth= 100.0' Slope= 0.0500 7
r Reach 51.5: 51.5
I lnflow = 1.90 ds@ 12.24 hrs, Volume= 0.277 alI Outflow = 1.90 ds @ 12.24 hrs, Volume= 0.277 af , Atten= 070, Lag= 9.1 r'n
I Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
I Max. Velocity= 16.4 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 6.7 fps, Avg. Travel Time= 0.3 min
I Peak Degh= 0.17'r Capacity at bank full= 65.65 cfs
lnlet Invert= 8,243.00', Outlet Invert= 8,203.20'I 18.0" Diameter Pipe n= 0.013 Length= 101.9' Slope= 0.3906 7
I
Reach 52:52
I Inflow = 219 ds @ 12.22 hrs, Volurne= 0.304 af
Outflow = 2j19 cfs @ '|.2.22 hrs, Volume= 0.304 af, Atten= 0%, Lag= 9.9 r'n
I Routing by Stor-lnd method, Time Span= O.OS20.O0 hrs, dt= 0.01 hrs- Max. Velocity= 7.4 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 2.9 fps, Avg. Travel 'l1me= 0.1 minII Peak Deoth= 0.34'
Capacityat bankfull= 19.91 cfs
I Inlet Invert= 8,202.90', Ouflet InverF 8,202.53'
I 18.0" Diameter Pipe n= 0.013 Length= 10.3' Slope= 0.0359'/
Subcatchment 55: 55
Runoff = 1.62 cfs @ 11.94 hrs, Volume= 0.074 at
I Runoff by SCS TR-20 method, UH=SCS, Time Span= O.OO-2O.OO hrs, dt= 0.01 hrsr Type ll24-hr Rainfall=1.70"
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Middle Crcek Housing Type ll 24hr Rainfallel.70' - 10 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 8
HvdroCAD@ 6.00 s/n 002O40 @ 1986-200'l Applied Microcomputer Svstems 3/19/2003
Area (ac) CN DescriPtion
0.633 98 Paved parking & roofs
Tc Length Slope Velocity Capacity Description(min) (feet) (ftffi) (ft/sec) (cfs)
3.3 150 0.0300 0.8 SheetFloq
n= 0.015 P2= 1,00"
Reach 56: 56
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Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Subcatchment 60: 60
Runoff = O.27 cfs @ 11.93 hrs, Volume=0.O12af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dF 0.01 hrs
Type ll 24-hr Rainfall=1.7O'
Area (ac) CN Description
0.105 98 Paved roads dcurbs & seurers
Tc Length Slope Velocity Description
2.2 63 0.0150 0.5 Sheet Flow, ROADWAY
n= 0.015 P2= 1.00"
0.6 43 0.0050 1.2 0.25 Channel Flow CURB Al'tD GUTTER
Area= 0.2 sf Perim= 2.7 r= 0.07' n= 0.015
2.8 106 Total
lnflow =Outflow =
lnfloal =Outflow =
Primary =
8,207.77
8,207.97
1.62cfs @ 11.94 hrs, Volume=
1.62cfs @ 11.94 hrs, Volume=
0 0.0250 73.0
0.074 at
0.074 at, Atten= 0%, Lag= 0.0 min
0017 424
Pond 60P:60P
0.27 cfs @ 11.93 hrs, Volume= 0.012 al
O.27 ds @ 11.% hrs, Volume= 0.012 af, Atten= 0%, Lag= 9'3 ttn
0.27 ds@ 11.% hrs, Volume= 0.012af.
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Efev= 8,207.87' Storage= 8 cf
Plug-Flow detention time= 1.2 min calculated for 0.012 af (100% of inflow)
Stoiage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.fuea(feet) (sq-ft) (feet) (cubic-feet) (cubic'feet) (sq-ft)
0
17
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Middfe Creek Housing Type il 24hr Rainfatt=1.70" _ t0 yr Event
f rq019!^uy P_eak civit Flq'19{lq, In..HvdroCAD@ 6.00 sin 002040 6 tg8o-2601 Rpptied Microcomputer Svstems 3/1'92003
frimary OutFlow (Free Discharge)LfOrifice/Grate
L2=Orifice/Grate
f Bgutins lnvert Ouflet Devices
] lrinlary 8,207.77, O.tZ.x O.2 Device 1 8,207.27, 2.7S, x 0.33, Vert Orifice/Grate C= 0.600
-
Reach 6l: 61
fnflow = 2.57 cfs @ 11.99 hrs, Volume=Outflow = 2.56 cfs @ 11,99 trrs, Votume=
Routing by Stor-lnd method, Time Span= O.O&2O.OO hrs, dF 0.01 hrsMax. Velocig= 4.3 fps, Min. Travel time= O.Z min-
Avg. Velocity = 1.3 fps, Avg. Travel Time= 2.2 min
Peak Depth= 0.55'
Capacity at bank tull= 8.79 cfs
!!eJ.!ryert= 8,203.00', Oufl et Invert= 8,201.82'
18.0" Diameter Pipe n= 0.013 Length= 16g.7' Slope= 0.0070 T
0.141af
0.141 af, Atten= 0%, Lag= 9.5 r'n
Subcatchment 70: 70
Runoff = 0.65 cfs @ 11.98 hrs, Volume=0.025 af
runof !y scs rR-20 method, UH=scs, Time span= o.oG20.oo hrs, dt= 0.01 hrsType ll 24-hr Rainfall=1.70"
Area (ac) CN Description
0.10.066 98 paved parking & roofs
9.919 74 >75% Grass cover, Good, HSG C0.572 85 Weighted Average
k f91Stl Slope V.etocity Capacity Description
0.5
1.9
2.4
1.2
3.6
73 0.0150
140 0.0120
Sheet Flow, ROADWAY
n= 0.015 P2= 1.00"
0.38 Channel Flow, CURB AND GUTTER7 r=0.07'n=0.015213 Total
Pond 70P:70P
Inflow =Outflow =Primary =
0.65 cfs @ 11.95 hrs,
0.65 cfs @ 11.95 hrs,
0.65 cfs @ 11.95 hrs,
Volume=
Volume=
Volume=
0.025 af
0.025 af, Atten= 0%, Laq= 0.1 min
0.025 af
Middle Greek Housing Type ll 2tLhr Rainfall=l.70'- 10 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 10
HvdroCADO 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Routing by Stor-lnd method, Time Span= 0,00-20.00 hrs, d1= 0.01 hrs
Peak Elev= 8,206.71' Storage= 9 cf
Plug-Flour detention time= 0.5 min calculated for 0.025 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,206.53
8,206.73
0 0.0145 55.0
0
10
0
10
0
241
lrimary OutFlow (Free Discharge)
L1=Orifice/Grate
L2=orifice/Grate
# Routinq Invert Outlet Devices
1 Primary 8,206.53' 0.12'x0.55'Hotiz.Orifice/GrateX20.00 C=0.6002 Device 1 E,206.53' 2.75'x 0.31i'Vert Orifice/Grate C= 0.600
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lnflor =Outflont =
Reach 71271
4.91 cfs @ 11.97 hrs, Volume= 0.470d1
4.91 cfs @ '11.97 hrs, Volurne= 0.470 at, Atten= 006, Lag= 9.2 ttn
Routing by Stor-lnd method, Time Span= 0.0e20.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.9 frs, Min. Travel Time= 0.2 min
Avg. Veloci$ = 2.1 fps, Avg. Travel Time= 0.7 min
Peak Depth= 0,72'
Capacity at bank full= 10.53 cfs
fnfet fnvert= 8,201.72', Outlet Invert= 8,200.89'
18.0" Diameter Pipe n= 0.013 Length= 82.d Slope= 0.0100 7
Subcatchment 80: 80
Runoff = 0.34 ds@ 12.04 hrs, Volume=0,023 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.70"
Area (ac) GN Description
11M 73 Woods, Fair, HSG C
0.535 74 >75% Grass cover, Good, HSG C
't.639 73 Weighted Average
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Middle Creek Housing Type Il 24hr Rainfall=1.70" - 10 Yr Event
Prgplred by Peak Civil Engineering, lnc. Page 11
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Apptied Microcomputer Svstems 3/19/2003
Tc Length Slope Velocity Capacity Description
cfs
Pond 80P:80P
7.0 50 0.3500 0.1
2.1 430 0.4850 3.5
lnflow = 1.23cfs@ 11.95hrs,Volume=
Outflow = 1.22cfs@ 11.96hrs, Volume=Primary = 1.22 cfs @ 11.96 hrs, Volume=
Sheet Flou WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shallow Concentrated Floq WOODS/LANDSCAPE
0.066 af
0.066 af, Atten= 0%, Lag= 9.3 r'n
0.066 af
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,205.65' Storage= 36 cf
Plug-Flow detention time= 1.1 min calculated for 0.066 af (100o/o of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,205.38
8.205.91
lnflow =Outflow =
lnflow =Outflow =
0 0.0400 75.0
0
71
0071 48
lrimary OutFlow (Free Discharge)L1=Orifice/Grate
L2=Orifice/Grate
# RoLrtinq lnvert Outlet Devices1 Primary 8,205.38' 0.12'x 0.55 Horiz. Orifice/GrateX 20.00 C= 0.6002 Device 1 8,205.38' 2.75'x 0.33'Verl Orifice/Grate C= 0.600
Reach 81:81
0.34 cfs @ 12.04 hrs, Volume= 0.023af
0.34 cfs @ 12.U hrs, Volume= 0.023 at Atten= 0%, Lag= 0.0 min
Routing by Stor-lnd method, Time Span= 0.0()-20.00 hrs, dt= 0.01 hrs
Reach 82:82
6.11 cfs @ 11.97 hrs, Volume= 0.536 af
6.11 cfs @ 11.97 hrs, Volume= 0.536 af, Atten= 0%, Lag= 9.9 r'n
Routing by Stor-lnd method, Time Span= 0.00-2O.OO hrs, dt= 0.01 hrs
Max. Velocity= 8.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity =2.7 fps, Avg. Travel Time= 0.1 min
Middle Crcek Housing Type ll 2tl-hr Rainfalbl.T0' - 10 Yr Event
frqOqre_d_by Peak Civil Engineering, Inc. page 12
HvdroCADD 6.00 s/n 002(X0 @ 1986-2001 Applied Microcomputer Svstems 3/19p003
Peak Depth= 0.67'
Capacity at bank full= 14.86 cfs
lnlet Invert= 8,200.79', Outlet lnvert= 8,200.51'
18.0" Diameter Pipe n= 0.013 Length= 14.0 Slope= 0.0200 7
Reach 83: 83
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fnflor = 6.11 ds@ 1'1.97 hrs, Volume=
Ontflow = 6.07 cfs @ 11.98 hrs, Volume=
0.536 af
0.535 al Atten= 1%, Lag= 0.6 min
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 8.5 fps, Min. TravelTime= 0.8 min
Avg, Velocity = 2.9 fps, Avg. Travel Time= 2.2 min
Peak Depth= 0.84'
Capacity at bank full= 16.17 cfs
lnlet Invert= 8,199.40', Outlet Invert= 8,190.'t0'
18.0" Diameter Pipe n= 0.013 Length= 392.7' SlopE= O.O237 'f
Subcatchment 85: 85
Runoff = 1.10 cfs @ 11.94 hrs, Volume=0.O43 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.70"
ac) CN
O.47 98 Paved parking & roofs0.217 74 >75%Grasscover, Good. HSGC
0.664 90 Weighted Average
Tc Length Slope Velocity Capacig Description
2.4 92 0.0250 0.6 ShetFlor, PARKING
n= 0.015 P2= 1.00"1.0 245 0.0570 4.2 0.83 Ghannel Flow CURBAI,|D GUTTER
Area= 0.2 sf Perim= 2.7' r 0.07, n- 0.0153.4 337 Total
Subcatchment 90: 90
Runoff = 0.30 cfs @ 11.93 hrs, Volume= 0.012 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0s'20,00 hrs, dt= 0.01 hrs
Type ll 2tt-hr Rainfall=1.70"
Middfe Grcek Housing Type ll 24hr Rainfall=1.70' - 10 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 13
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems V19/2003
Area (ac) CN Description
0.337 70 Woods, Good, HSG C0.276 74 >75% Grass cover, Good, HSG C0.078 98 Paved parkinq & roofs
0.691 75 Weighted Average
Tc Length Slope Capacity Description
cfs0.6 100 0.4390
0,5360
0.1895
2.6
3.7
Sheet Floq WOODS
Smooth surfaces n= 0.011 P2= 1.00"
Shallow Goncentratrad Flow WOODS
Woodland Kv= 5.0 fps
Channel Flow GRASS DITCH
0.9
0.1
190
190 31.8 1.016.37
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1.6 480 Total
Pond 90P:90P
lnflow =Outflow =Primary =
8,245.00
8,248.50
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,245.26' Storage= 39 cf
Plug-Flow detention time= 7.8 min calculated for 0.012 af (99% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
0.30 cfs @ 11.93 hrs, Volume=
0.28 cfs @ 11.96 hrs, Volume=
0.28 cft @ 11.96 hrs, Volume=
0 0.0460 80.0 537
O.O12af
0.012af , Atten= 9%, Lag= 1.5 min
0.012af
00537 528
Primary OutFlow (Free Discharge)L1=cllvert
1 Primary 8,245.00',
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 4.8 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 1.9 fps, Avg. TravelTime= 0.9 min
12.0" x 106.5' long Culvert RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 8,239.50' S= 0.0516'/ n= 0.013 Cc= 0.900
lnflow =Outflow =
Reach 91: 9l
0.28 cfs @ 11.96 hrs, Volume= 0.012af
0.27cfs @ 11.96 hrs, Volume= 0.012 af, Atten= 0%, Lag= g.3 r'n
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll2Shr Rainfall=l.70'- 10Yr Event
Page 14
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1912003
Peak Depth= 0.13
Capacity at bank full= 8.10 cfs
Inlet Invert= 8,245.00', Outlet Invert= 8,239.50'
12.0" Diameter Pipe n= 0.013 Length= 106.5' Slope= 0.0516'/
Subcatchment 100: 100
Runoff = 0.76 cfs @ 11.93 hrs, Volume=0.031 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, d[= 0.01 hrs
Type ll 24-hr Rainfall=1.70"
Area (ac) CN Description
0.W 74 >75% Grass cover, Good, HSG C
0.289 98 Paved parkinE & roofs
0.333 95 Weighted Average
Tc Length Slope Velocity Capac'lty Description(min) (feet) (ffi) (fUsec) (cfs)
2.3 109 0.0367
0.4 90 0.0440
0.E
3.7
SheetFlow, PARKING
n= 0.015 P2= 1.00"
0.73 Ghannel Flow, GURBAIID GUTTER
Area= 0.2 sf Perim= 2.7 e 0.07 n= 0.015
2.7 199 Total
0
10
0
10
0
199
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Pond 100P:100P
lnflor =Outflow =Primary =
8,242.70
8,243.00
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,242.71' Storage= 0 cf
Plug-Flow detention time= 0.0 min calculated for 0.03'l af (100% of inflorv)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc,Store Cum.Store Wet.Area(feetl (sq-ft) (feet) (cubic-feet) (cubiefeetl (s+ft)
0.76 cfs @ 11.93 hrs, Volume=
0.76 cfs @ 11.93 hrs, Volume=
0.76 cfs @ 11.93 hrs, Volume=
0 0.0100 50.0
0.031 af
0.031 al Atten= 0%, Lag= 9.9 ttn
0.031 af
frimary OutFlor (Free Discharge)
F1=Orifice/GrateL2=Orifice/Grate
# Routinq lnvert Outlet Devices
1 Primary 8,242.70' 0.12'x0.55'Horiz.Orifice/GrateX20.00 C=0.600
2 Primary 8,242.70' 2.75'x 0.33 Vert Orifice/Grate C= 0.600
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Apptied Microcomputer Svstems 3/1g/2003
Reach 101: 101
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Inflour = 1.00 cfs @ 11.94 hrs, Volume=
Outflow = 1.00 cfs @ 11.95 hrs, Volume=
Type ll 24-hr Rainfall=1.70'- 10 Yr Event
Page 15
0.043 af
0.043 al Atten= 17o, Lag= 9.4 t'n
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 7.1 fps, Min. TravelTime= 0.6 min
Avg. Velocity = 2.1 fps, Avg. Travel Time= 2.0 min
Peak Depth= 0.24'
Capacity at bank full= 8.21 cfs
lnlet Invert= 8,239.00', Outlet Invert= 8,225.50'
1 2.0" Diameter Pipe n= 0.01 3 Length = 254.4' Slope= 0.0531 7
Subcatchment {{0: 110
Runoff = 0,78 cfs @ 11.93 hrs, Volume=0.034 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.70"
Area (ac) CN Description
0.015 74 >75% Grass cover, Good, HSG C0.296 98 Paved parkins & roofs
0.31 1 97 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feet) (ffi) (fUsec) (cfs)
1.8 95 0.0520 0.9
0.9 ?20 0.0500 3.9
Sheet Flou PARKING
n= 0.015 P2= 1.00"
O.78 Ghannel Floq CURB AtlD GUTTER
2.7 315 Total
Nea=0.2sf Perim=
Pond 110P: 110P
lnflow =Outflow =
Primary =
8,229.50
8,229.80
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.0.1 hrs
Peak Elev= 8,229.70' Storage= 7 cf
Plug-Flow detention time= 0.3 min calculated for 0.034 at (100o/o of inflow)
Storage and wetted areas determined by lrregular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
0.78 cfs @ 11.93 hrs, Volume=
0.78 cfs @ 11.93 hrs, Volume=
0.78 cfs @ 11.93 hrs, Volume=
0 0.0100 50.0
0.034 af
0.034 af, Atten= 0%, Lag= 0.1 min
0.034 af
0
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0
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HvdroCAD@ 6.00 s/n 002040 O 1986-2001 Applied Microcomputer Svstems y1gl2003
frlmary OutFlow (Free Discharge)L'l=OrificdGrate
L2=orifice/Grate
# Routinq Invert Outlet Devices
1 Primary 8,229.50' 0.12'x0.55'HorizOrifice/GratreX20.00 C=0.6002 Device 1 8,229.50' 2.75'x 0.33 Vert Orifice/Grate C= 0.600
Reach 111:.111
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 2$hr Rainfall=l .7A' - 10 Yr Event
Page 16
0.077 al
0.077 af , Atten= 07o, Lag= 9.1 r'n
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lnflow =Outflow =
1.76 cfs @ 11.94hrs, Volume=
1.76 cfs @ 11.94hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 10.6 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.0 fps, Avg. Travel Time= 0.4 min
Peak Depth= 0.26'
Capacity at bank full= 11.50 cfs
fnlet fnvert= E,224.33', Outlet Invert= 8,216.00'
12.0" Diameter Pipe n= 0.013 Length= 80.0' Slope=0.1041 'f
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=1.70" - 10 Yr Event
Page 17
@ 1986-2001
Reach 11:11
Hydrograph Plot
0.4
0.
nl
0.'l
7I910 11
Time (houF)
12 13 14 15 16 17 lE 19 20
Reach 212 21
Hydrognph Plot
6o
olt
12 13 14 15 16 17 18 19 20
Middle Creek Housing
Prepared by Peak CivilEngineering, Inc.
Type ll 24hr Rainfall=l.70'- 10 Yr Event
Page 18
HydroCAD@ 6.00 s/n 002040 @ '1986-2001 Applied Microcomouter Svstems 3/19/2003
Reach 31:31
Hydrograph Plot
Reach 41= 41
Hydrograph Plot
5
o
;ott
Time (houE)
Middle Crcek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24-hr Rainfall=l.70'- 10 Yr Event
Page 19
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/192003
Reach 5{: 51
Hydrograph Plot
Reach 5f .5: 51.5
Hydrognph Plot
o
|,
ir
C'
L
Tlmo (hou?s)
Tlm€ (hours)
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Apolied Microcomputer Svstems 3/19/2003
Reach 52= 52
Hydrograph Plot
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=1.70'- 10 Yr Event
Page 20
13 14 15 16 17 18 19 20
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co 7I910 11 12
Tlme (hours)
Reach 56:56
Hydrograph Plot
g'lo'
3cttr
)
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:
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:
i
Time (hours)
Middle Creek Housing
Prepared by Peak Civil Engi
Type ll 24hr Rainfall=1.70'- 10 Yr Event
Page2'l
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eu
ct
E
Reach 6l: 61
Hydrograph Plot
E910 11 12 13 14 15 16 17 18 1920
Tlme (hours)
Reach 71:71
2.56 cfs
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Hydrcgnph Plot
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=l.70'- 10 Yr Event
Page22
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1912003
Reach 81:81
Hydrograph Plot
345678910 11 12 13 14 15 16 17 18 1920
Tlme (houEl
Reach 82=82
Hydrograph Plot
8910 11 12
Time (hours)
o(,
;o
II
0.24
0.22
0.2
0.1E
0.16
0.14
0.12
0.1
Reach 83: 83
Hydrograph Plot
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfalbl.70'- 10 Yr Event
Page 23
HvdroCADD 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/192003
8910 11 12
nmo (houE)
Reach 91: 9l
Hydrognph Plot
o
IJ
;
lt
Tlme (hours)
Middle Creek Housing
Prepared by Peak Civil Eng
Type ll 24hr Rainfall=l.70' - 10 Yr Event
Pqe24
s/n 002040
, Inc.
Reach 101: 101
Hydrograph Plot
Tlme (hourr)
Reach 111= 111
Hydrograph Plot
6
E
tl.
2 3 4 5 6 7 8 I 10 11
Tlme (houE)
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23456789,10 11 12 13 14 15 16 17.tE
12 13 14 15 16 17 18
\
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t a -- ^- r!- rit
I Zl-yeartsvent -:#r*r*rDrainage Dara
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,/
Middle Greek Housing Type Il 24hr Rainfall=l.90'- 25 Yr Event
Page 1Prepared by Peak Civil Engineering, Inc.
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Subcatchment 10: 10
Runoff = 0.67 cfs @ 11.94 hrs, Volume=0.031 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0'01 hrs
Type ll 2zl-hr Rainfall=1.90"
Area (ac) CN Description
0.233 98 Paved roads Wcurbs & sartrcrs
Tc Length Slope Velocity Capacity Description(min) (feet) (fVft) (fUsec) (cfs)
2.2 60 0.0125 0.4 Sheet Flow, SHEEI FLOW- ROAI)
n= 0.015 P2= 1.00"
0.9 70 0.0050 1.2 0.25 Channel Flow CURB AND GUTTER
Area= 0.2 sf Perim= 2.7' r= 0'07' n= 0'015
3.1 130 Total
Pond 10P: 10P
lnflow =
Outflow =Primary =
8,209.17
8,209.58
lnflorv =
Outflow =
0.67 cfs @ 11.94 hrs, Volume=
0.67 c'fs @ 11.%hrs, Volume=
0.67sfs @ 11.94 hrs, Volume=
0.031 af
0.031 al Atten= 0%, Lag= 0.2 min
0.031 af
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,209.35' Storage= 12 cf
Plug-Flovv detention time- 0.7 min calculated for 0.031 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.fuea Perim.lnc.Store Cum.Store Wet.Area(feet) (s+ft) (feet) (cubicjeet) (cubic-feet) (sq-ft)
0 0.0 00
27
frimary OutFlow (Free Discharge)
u1=Orifice/Grate
t-2=orifice/Grate
# Routinq lnvert Outlet Devices
1 Primary 8,209.17' 0.12'x0.55'HorizOrlfice/GrateX20.00 C=0.600
2 Device 1 8,209.17' 2.75'x 0.33' Vert Orifice/Grate C= 0.600
200 77.0 27
Reach 11= 11
0.67cfs @ 11.94 hrs, Volume= 0.031 af
0.66 sfs @ 11.95 hrs, Volume= 0.031 af, Atten= 1%, Lag= 9.6 t'n
Middle Greek Housing Type ll 24hr Rainfaltsl.90' - 25 Yr Event
Prepared by Peak Civil Engineering, Inc. Page?
HvdioCADO 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/192003
Routing by Stor-lnd method, Time Span= 0.00-20,00 hrs, dt= 0,01 hrs
Max. Velocity= 2.6 fps, Min. Travel Time= 0.9 min
Avg. Veloci$ = 0,8 fps, Avg. Travel Time= 3.1 min
Peak Depth= 0.3CI
Capacity at bank tull= 7.4',l ds
f nfet lnvert= 8,205.70', Outlet Invert= 8,204.99'
18.0" Diameter Pipe n= 0.013 Len$h= 142.5' Slope= 0.0050 7
Subcatchment 20: 20
Runoff = 0.77 cfs@ 11.%hrs, Volum+0,029 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dl= 0.01 hrs
Type ll 24-hr Rainfall=1.90"
Area (ac) CN DescriPtion
0.258 98 Paved roads Wcurbs & sewers
0.193 72 Woods/grass comb., Good, HSG C
0.050 74 >750lo Grass cover, Good. HSG C
0.501 86 Weighted Average
Tc Len$h Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.0 120 0.0680 1.0 SheetFloq ROADWAY
n= 0.015 P2= 1.00"
1.3 330 0.0550 4.1 0.82 Channel Floq CURB AND GUTTER
Area= 0.2 sf Perim= 2.7' r= 0.07' n= 0.015
3.3 450 Total
Pond 20P:20P
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0
368
lnflow = 0.77 cfs @ 11.% hrs, Volume=
Outflor = 0.77 c{s @ 11.95 hrs, Volume=
Primary = 0.77 c{s @ 11.95 hrs, Volume=
0.029 af
0.029 af, Atten= 0%, Lag= 9.3 t'n
0.029 af
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,209,49' Storage= 19 cf
Plug-Flow detention time= 0.9 min calculated for 0.029 af (100% of inflow)
Stoiage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet,Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq'ft)
E,209.29
8,209.69 290 68.0 39
0
39
0 0.0
frimary OutFlow (Free Discharge)
T'-1=orificdcrate
L2=Orifice/Grate
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Middle Creek Housing Type ll 24-hr Rainfall=l.90'- 25 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 3
HvdroCAD@ 6.00 s/n 002040 @'1986-2001 Applied Microcomputer Svstems 3/192003
# Routinq Invert Outlet Devices
1 Primary 8,209.29' 0.12' x 0.55' Horiz Orifice/Grate X 20.00 C= 0.6002 Device 1 8,209.29' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
lnflow =Outflow =
Reach 21:21
1.43 cfs @ 11.95 hrs, Volume= 0.060 af
1.39 c{s @ 11.96 hrs, Volume= 0.060 al Atten= 3%, Lag= 9.9 r'n
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.2 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 5.0 min
Peak Depth= 0.44'
Capacity at bank full= 7.42 ds
Inlet Invert= 8,204.E9', Outlet Invert= 8,203.55'
18.0" Diameter Pipe n= 0.013 Lengrth= 268.5' Slope= 0.0050'/
Subcatchment 30: 30
Runoff =1.69cfs @ 12.04 hrs, Volume=0.092 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dl= 0.01 hrs
Type ll 24-hr Rainfall=1.90"
Area (ac) CN Description
0.083 98 Paved parking & roofs0.678 98 Paved roads dcurbs & sewers0.214 74 >75% Grass cover. Good, HSG C
0.975 93 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feet) (ftlft) (fi/sec) (cft)
6.7 40 0.2500 0.1
2.5 120 0.0375 0.8
2.8 210 0.0050 1.2 0.25
SheetFloq LANDSCAPE
Woods: Light underbrush n= 0.400 P2= 1.00"
Sheet Flow, ASPHALT
n= 0.015 P2= 1.00"
Channel Floq CURB AND GUTTER
Nea= 0.2 sf Perim= 2.7' r= 0.07' n= 0.12.0 370 Total
Pond 30P: 30P
lnflow = 1.69 cfs @ 12.04 hrs, Volume= 0.092 af
Outflow = 1 .69 cts @ 12.04 hrs, Volume= 0.092 af, Atten= 0%, Lag= 9.2 r'n
Primary = 1.69 ds@ 12.04 hrs, Volume= 0.092 af
Routing by Stor-lnd method, Time Span= 0.00.20.00 hrs, dt= 0.01 hrs
Middle Creek Housing Type ll ZShr Rainfall=1.90" ' 25 Yr Event
Prepared by Peak Givil Engineering, lnc. Page 4
HvdioCAD@ 6.00 s/n 002040 G) 1986-2001 Applied Microcomputer Svstems 3/19/2003
Peak Elev= 8,208.32' Storage= 33 cf
PlugrFlow detention time= 0.7 min calculated for 0.092 af (100% of inflow)
Storage and wetted areas determined by lnegular sestions
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
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8,207.99
8,20E.50
lnflow =Outflorr =
0 0.0300 65.0
0051 337
0
51
frirnary OutFlow (Free Discharge)
T-1=orificey'Grate
L2=orifice/Grate
# RoutinE lnvert Outlet Devices
1 Primary E,207.99' 0.12' x 0.55' Horlz. Orifice/Grate X 20.00 C= 0.600
2 Device 1 8,207.99' 2.75'x 0.33'Vert Orlftce/Grate C= 0.600
Reach 3{:31
2.79 cfs @ 11.99 hrs, Volume= 0.152af
2.79 ds @ 11.99 hrs, Volume= 0.152a1, Atten= 0%, Lag= 9.2 ttn
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.9 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.1 fps, Avg. TravelTime= 1.0 min
Peak Depth= 0.64'
Capacity at bank full= 7.44 ds
Inlet Invert= 8,203.45', Outlet Invert= 8,203.10'
18.O'Diameter Pipe n= 0,013 Length= 69.7' Slope= 0.0050 ?
Subcatchment 40: 40
Runoff = 0.51 cE @ 12.11hrs, Volume= 0.03 af
Runoff by SCS TR-20 method, UH=SCS, Tinc Span= 0.0S20.00 hrs, dt= 0'01 hrs
Type ll 24-hr Rainfall=1.90"
Area (ac) GN DescriPtion
0.272 98 Paved Parking & roofs
0.506 74 >75% Grass cover, Good. HSG C
0178 82 Weighied Average
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I Middle Creek Housing Type ll 24-hr Rainfall=1.90'- 25 Yr Event
I Prepared by Peak Civil Engineering, lnc. Page 5
- HydroCAD@ 6.00 Vn 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
I Tc Length Slope Velocity Capacity DescriptionI (min) (feet) (ft/ft) (fUsec) (cfs)
17.4 125 0.0320 0.1 Sheet Floq LANDSCAPE
Grass: Short n= 0.150 P2= 1.00"0.1 85 0.4710 10.3 ShallowConcentnted Floq LATIDSCAPE
Grassed Waterway Kv= 15.0 fps0.2 36 0.0100 3.1 6.24 ChannelFlow, GRASS DITGH
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.030
17.7 246 Total
I Pond40P:40P
r Inflow = 0.51 cfs @ 12.11 hrs, Volume= 0.034 af
I Outflow = 0.51 cfs @ 12.11 hrs, Volume= 0.034 af, Atten= 0%, Lag= 9.9 t,nr Primary = 0.51 ds @ 12.11hrs, Volume= 0.034 af
I Routing by Stor-lnd method, Time Span= O.0O-20.00 hrs, dt= 0.01 hrsI
Peak Elev= 8,206.€1' Storage= 1 cf
I Plug-Flou detention time= 0.0 min calculated for 0.034 al ('100o/o of inflow)
I Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
I (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
-8,206.8000.0000_ 8,20E.00 555 250.0 222 222 4,976
t frimary OutFloyn (Free Discharge)L1=Orifice/Grate
I # Routing lnvert Outlet DevicesI1 Primary 8,206.80' 0.55'x0.12'HodzOrifice/GnEX24.N C=0.600
r Reach 41241
I Inflow = 0.51 ds @ 12.11hrs, Volume= 0.034 af
I Outflow = 0.51 cfs@ 12.12hrs, Volume= 0.034af, Atten=0or6, Lag=O.2r'n
Routing by Stor-lnd method, Time Span= 0.0G20,00 hrs, dt= 0.01 hrs
I Max. Vltotity= 3.1 fps, Min. TravelTime= 0.3 mint Avg.Velocity=1.3fps, Avg.TravelTime=0.6min
I Peak Depth= 0.22'
I Capacity at bank full= 10.57 cfs
Inlet Invert= 8,203.80', Outlet Invert= 8,203.33'
- 18.0" Diameter Pipe n= 0.013 Length=.d$.{' $leps= 0.0101 '/
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Middle Crcek Housing Type ll 24hr Rainfall=l.90' - 25 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 6
HvdroCADD 6.00 s/n 002040 @'1986-2001 Applied Microcomputer Svstems 3/19/2003
Subcatchment 50: 50
Runoff = 2.87 ds @ 12.22 hrs, Volume= 0.291 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dF 0.01 hrs
Type ll 24-hr Rainfall=1.90"
Area (ac) CN Description
0.280 74 >75% Grass cover, Good, HSG C
14,516 73 Woods, Fair, HSG C
14.796 73 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (fee0 (ft/ft) (fUsec) (cfs)
18.3
3.9
0.3
125 0.2000
2,085 0.3000
275 0.1090
0.1
8.8
16.0
SheetFloqWOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shallow Concentrated FloU WOODS
Unpaved Kv= 16.1 fps
256.U Channel Flow GRITSS DITGH
Area= 16.0 sf Perim= 16.5' r= 0.97' n= 0.030
22.5 2,485 Total
Pond 50P:50P
lnflow = 3.06 ds @ 12.21 hrs, Volume= 0.375 al
Outffour = 3.06 ds @ 12.22 hrs, Volume= 0.374 al, Atten= 0%, Lag= 9.5 r'n
Primary = 3.06ds@ 12.22hrs, Volume= 0.374at
Routing by Stor-lnd method, Tirne Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,249.32' Storage= 157 cf
Pfug-Ffow detention time= 2.1 min calculated for 0.374 af (100% of inflow)
Storage and wetted areas determined by lrregular sestions
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (s+ft)
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8,248.50
8,252.00
0 0.0575 95.0
00671 737
0
671
Primary OutFlow (Free Discharge)
L1=cirlvert
# Routinq lnvert Outlet Devices
1 Primary 8,248.50' 18.0" x 102.4 long Culvert RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 8,243.50' S= 0.0488 7 n= 0.013 Cc= 0.900
I
r Middle Creek Housing Type ll 2*hr RainfalPl.go" - 25 Yr Event
I Prepared by Peak Civil Engineering, Inc. page 7r HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
r Reach 5{: 51
Inflow = 3.06 cfs @ 12.22 hrs, Volume= 0.374 afI Outflow = 3.06 cfs@ 12.22hrs, Volume= 0.374af, Atten=0%, Lag=9.1 r'nI
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
I Max. Velocity= 9.2 fps, Min. Travel Time= 0.2 min
t Avg. Velocity = 3.4 fps, Avg. TravelTime= 0.5 min
Peak Depth= 0.37'
I Capacity at bank full= 23.49 cfsI lnlet Invert= 8,248.50', Outlet lnvert= 8,243.50'
18.0" Diameter Pipe n= 0.013 Length= 100.0' Slops= 0.0500 T
I Reach 51.5: 51.5
I Inflow = 3.06 ds @ 12.22 hrs, Volume= 0.374 at
I Outflow = 3.06 cfs@ 12.22 hrs, Volume= 0.374af, Af,ten= 0%, Lag= 9.1 r'n
I Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
I Max. Velocity= 19.0 fps, Min. TravelTime= 0.1 minr Avg. Velocity = 7.1 fps, Avg. Travel Time= 0.2 min
I Peak Depth= 0.22'I Capacity at bank full= 65.65 cfs
Inlet Invert= 8,243.00', Outlet lnvert= A,203.29I 18.0" Diameter Pipe n= 0.013 Length= 101.9' Slope= 0.3906 T
I
Reach 52:52
I Inflow = 3.47 ds @ 12.20 hrs, Volume= 0.408 afOutflow = 3.47 cfs@ 12.20 hrs, Volume= 0.40E af, Atten= 0%, Lag= g.g rln
I Routing by Stor-lnd method, Time Span= O.OD20.OO hrs, dt= 0.01 hrsr Max. Velocity= 8.5 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 3.1 fps, Avg. Travel Time= 0.1 min
t Peak Depth= 0.42'
Capacity at bank full= 19.91 cfs
I Inlet Invert= 8,202.90', Outlet lnvert= 8,202.53,
I 18.0" Diameter Pipe n= 0.013 Length= 10.3' Slope= 0.0359 T
Subcatchment 55: 55
- Runoff = 1.82cfs @ 11.94 hrs, Volume= 0.084 af
I Runoff by SCS TR-20 method, UH=SCS, Time Span= O.OG2O.00 hrs, dt= 0.01 hrsr Type ll 24-hr Rainfall=1.90"
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Middle Creek Housing Type ll 24-hr Rainfall=1.90" - 25 Yr Event
Page 8Prepared by Peak Civil Engineering,Inc.
s/n
Area (ac) CN Description
0.633 98 Paved parking & roofs
Tc Length Slope Velocity Capacity Descdption(min) (feet) (ftfi) (fl/sec) (cfs)
3.3 150 0.0300 0.8 Sheet FloW
n= 0.015 P2= 1.00"
Reach 56: 55
Inflortr =Outflow =
1.82cfs @ 11.94 hrs, Volume=
1.82cfs @ 11.94 hrs, Volume=
0.0&4 af
0.0&4 af, Atten= 0%, Lag= 9.9 r'n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Subcatchment 60: 60
Runoff = 0.31 cfs @ 11.93 hrs, Volume=0.014 af
Runoff by SCS TR-20 method, UH=SCS, Tirne Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 2#hr Rainfiall=1.90"
Area (ac) CN Description
Tc Length Slope Veloci$ Capacity Description(min) (feet) (ftfft) (fl/sec) (cfs)
2.2 63 0.0150 0.5 SheetFloq ROADWAY
n= 0.015 P2= 1.fi)"0.6 43 0.0050 1.2 0.25 Channel Flow, CURBAI{D GUTTER
Area= 0.2 sf Perim= 2.7' r= 0.07 n= 0.0152.8 106 Total
Pond 60P:60P
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0.105 98 Paved roads Wcurbs & seurers
Inflottl =Outflow =Primary =
8,207.77
8,207.97
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,207.88' Storage= 9 cf
Plug-Flow detention time= 1 .2 min calculated for 0.014 af (10006 of inflow)
Storage and wetted areas determined by Inegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
0.31 cfs @ 11.93 hrs, Volume=
0.30cfs @ 11.U hrs, Volume=
0.30cfs @ 11.% hrs, Volume=
0 0.0250 73.0
0.014 af
0.014 al Atten= 0%, Lag= 0.3 min
0.014 af
0
17
0017 424
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r Middle Creek Housing Type ll 24hr Rainfall=1.90" - 25 Yr Event
I Prepared by Peak Civil Engineering, Inc. Page 9r HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
I frimary OutFlow (Free Discharge)
L1=Orifice/Grate
I L2=Orifice/Grate
LRSUtino Invert Outlet D
I 1 Ptirr'ai 8,20?.?? U1t x0.55' Horiz. Orifice/Grate X 20.00 C= 0.600
I 2 Device 1 A,2O7.77' 2.75' x 0.33' Vert Orifice/Grate C= 0.600
Reach 61: 61
r lnflorrv = 3.01 cfs @ 11.98 hrs, Volume= 0.166 af
Outflow = 3.00 cfs @ 11.99 hrs, Volume= 0.166 al Atten= 0%, Lag= 9.5 r'n
I Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 4.5 fps, Min. Travel Time= 0.6 min
I Avg. Velocity = 1.3 fps, Avg. Travel Time= 2.1 min
I
Peak Depth= 0.60'
r Capacity at bank full= 8.79 cfs
I Inlet Invert= 8,203.00', Outlet Invert= 8,20'1.82'r 18.0" Diameter Pipe n= 0.013 Length= 168.7' Slope= 0.0070 7
I Subcatchment 70: 70
Runoff = 0.81 cfs @ 11.95 hrs, Volume= 0.031 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dF 0.01 hrs
Type ll 24-hr Rainfull=1.90"
AreaGd CN Description
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0.196 98 Paved roadsw/curbs &sewers0.066 98 Paved parking & roofs0.310 74 >75% Grass cover. Good. HSG C
0.572 85 Weighted Average
I Tc Length Slope Velocity Capacity DescriptionI (min) (feet) (fU0 (fl/sec) (cfs)
2.4 73 0.0150 0.5 Sheet Flor, ROADWAY
n= 0.015 P2= 1.00"I 1.2 140 0.0120 1.9 0.38 Channel Floq CURB Al,lD GUTTER
Area= 0.2 sf Perim= 2.7' r= 0.07' n= 0.015r 3.6 213 Total
r pond 70p:70p
I lnflow = 0.81 cfs@ 11.95hrs, Votume= 0.031 af
Outflow = 0.81 cfs @ 11.95 hrs, Volume= 0.031 af, Atten= 0%, Lag= 9.1 r'n
r Primary = 0.81 cfs@ 11.95hrs, Volume= 0.031af
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Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=l.90'- 25 Yr Event
Page 10
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Systems 3/1912003
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,206.73' Storage= 10 cf
Plug-Flow detention time= 0.5 min calculated for 0.031 af (100% of inflow)
Storage and wetted areas determined by lnegular sec'tions
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet,Area(feetl (sq-ft) (feet) (cubic-feet) (cubiofeet) (sq-ft)
frimary OutFlow (Free Discharge)
l-1=Orifice/Grate
L2=orifice/Grate
# Routino lnvert Outlet Devices
1 Primary 8,206.53' 0.1?x0.55'Horlz.On'fice/GrateX20.00 C=0'600
2 Device 1 E,206.53' 2.75'x 0.3i1'Vert OdflcdGrab C= 0.600
8,206.53
8,206.73
lnflow =Outflow =
0 0.0145 55.0
Reach 71=71
5.96 cfs @ 11.97 hrs, Volume= 0.605 af
5.95 cfs @ tt.Sa hrs, Volume= 0.605 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, d1= 0.01 hrs
Max, Velocity= 6.1 fps, Min. Travel Time= 0.2 min
Avg. Veloci$ =2.2tps, Avg. TravelTime= 0.6 min
Peak Depth= 0.81'
Capacity at bank full= 10.53 cfs
lnlet fnvert= 8,201.72', Outlet Invert= 8,200.89'
18.0" Diameter Pipe n= 0.013 Lengtlt= E2.6 Slope= 0.01fi)'/
Subcatchment 80: 80
Runoff = 0.56 cfs @ 12.03 hrs, Volume=0.033 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt-- 0.01 hrs
Type ll 24-hr Rainfall=1.90"
Area (ac) CN DescriPtion
1.1U 73 Woods, Fair, HSG C
0.535 74 >75% Grass cover, Good' HSG C
1.639 73 Weighted Average
Middle Creek Housing Type ll 24hr Rainfall=1.90" - 25 Yr Event
Page 11Prepared by Peak Civil ineering, Inc.
2001
Tc Length Slope Velocity Capacity Description
mrn
7.0 50 0.3500 0.1 Sheet Flow WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shallow Concentrated Floq WOODS/LANDSCAPE2.1 430 0.4850 3.5
Pond 80P:80P
Inflow = 1.59 cfs @ 11.96 hrs, Volume=Outflow = 1.59 cfs @ 11.96 hrs, Volume=
Primary = 1.59 cfs @ 11.96 hrs, Volume=
0.084 af
0.084 af, Atten= 0%, Lag= 9.3 r'n
0.084 af
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,205.70' Storage= 43 cf
Plug-Ffow detention time= 1.0 min calculated for 0.084 af (100o/o of inflow)
Storage and wetted areas determined by lnegular sec{ions
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area
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8,205.38
8,205.91
0
400
0.0
75.0
0
71
0
71
0
48
lrimary OutFlow (Free Discharge)L1=Orifice/Grate
L2=orifice/Grate
8,205.38' 0.12'x 0.55' Horiz. Orifice/Grate X 20.00 C= 0.600
8,205:38' 275'x 0.33'Vert Orifice/Grate G= 0.600
Reach 81:81
0.56 cfs @ 12.03 hrs, Volume= 0.033 af
0.56 cfs @ 12.03 hrs, Volume= 0.033 af, Atten= 0%, Lag= g.g r'n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Primary
Device 1
lnflow =Otrtflow =
Inflow =Outflow =
Reach 82:82
7.52 cfs @ 11.97 hrs, Volume= 0.689 af
7.52 cfs @ 11.97 hrs, Volume= 0.689 af, Atten= 0%, Lag= g.g r'n
Routing by Stor-lnd method, Time Span= 0.0tr20.00 hrs, dt= 0.01 hrs
Max. Velocity= 8.4 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 2.9 fps, Avg. TravelTime= 0.1 min
HvdroGAD@6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/192003
Peak Depth= 0.76'
Capacity at bank full= 14.86 cfs
Inlet Invert= 8,200.79', Outlet Invert= 8,200.51'
18.0" Diameter Pipe n= 0.013 Length= 14.0' Slope= 0.0200'/
Reach 83:83
Middle Greek Housing
Prepared by Peak Civil Engineering, lnc.
Type ll 24-hr Rainfall=l.90' - 25 Yr Event
Page 12
0.689 af
0.688 af, Atten= 1%, Lag= 9.6 rtn
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lnflow =Outflor =
7 .52 ds @ 11.97 hrs, Volume=
7.48 cfs @ 11.98 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max, Velocity= 9.0 fps, Min, Travel Time= 0.7 min
Avg. Velocity = 3.1 fPs, Avg. TravelTime= 2.1 min
Peak Depth= 0.72'
Capacity at bank full= 16.17 efs
lnlet Invert= 8,199.40', Outlet Invert= 8,190.10'
1E.0" Diameter Pipe n= 0.013 Len$h=392.T Slope= 0.0237'l
Subcatchment 85: 85
Runoff = 1.31 cfs @ 11.94 hrs, Volume= 0.052 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.90"
Area (ac) CN Descriotion
0.47 98 Paved parking & roofs
0.217 74 >75% Grass cover, Good, HSG C
0.664 90 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfg)
2.4 92 0.0250 0.6 SheetFlou PARKING
n= 0.015 P2= 1.00"1.0 245 0,0570 4.2 0.83 Channel Flow, CURB Al,lD GUTTER
Area= 0.2 sf Perim= 2.7' r= 0.07' n= 0.015
3.4 337 Total
Subcatchment 90: 90
Runoff = 0.4 cfs @ 11.93 hrs, Volume= 0.017 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0$20.00 hts, dts 0.01 hrs
Type ll 24-hr Rainfall=1.90"
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Middle Greek Housing
Prepared by Peak Civil Engineering, lnc.
HydroCAD@6.00 s/n 002040 @ 1986-2001Ao
Type ll 24-hr Rainfall=l.90' - 25 Yr Event
Page 13
Area (ac) CN Description
0.337 70 Woods, Good, HSG C0.276 74 >75% Grass cover, Good, HSG C
98
0,691 75 Weighted Average
100 0.4390 2.6
190 0.5360 3.7
lnflow = 0.44c.fs@ 11.93hrs, Volume=
Outffow = 0.42cfs@ 11.95hrs, Volume=
Primary = 0.42cfs@ 11.95hrs, Volume=
0.017 at
0.017 al Atten= 6%, Lag= 1.1 r,n
0.017 af
0.6
0.9
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area
Tc Length Slope Velocity Capacity Description(min) (feet) (ffi) (fUsec) (cfs)
Sheet Flow, WOODS
Smooth surfaces n= 0.011 P2= 1.00"
Shallow Concentrated Floq WOODS
Woodland Kv= 5.0 frs0.1 190 0.1895 31.8 1,016.37 Channet Flow, GRASS DTTCH
Area= 32.0 sf Perim= 17.9' r= 1.79' n= 0.0301.6 480 Total
Pond 90P: 90P
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,245.32' Storage= 49 cf
Plug-Flow detention time= 6.6 min calculated for 0.017 af (99% of inflow)
Storage and wetted areas determined by Inegular sections
8,245.00 0 0.08,24€..50 460 80.0
E1i1{,9;tr row (Free Discharge)
0
528
0
537
0
537
1 Primary 8,245.00'
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 5.4 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 2.1 fps, Avg. Travel Time= 0.8 min
!20" x 106.5'long Culvert RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 8,239.50' S= 0.0516 7 n= 0.013 Cc= 0.960
Inflow =Outflow =
Reach 91:91
0.42 ds @ 1 1 .95 hrs, Volume= 0.017 af
0.41 cfs @ 11.95 hrs, Volume= 0.017 af, Atten= 0%, Lag= 9.2 r'n
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24-hr Rainfall=1.90'- 25 Yr Event
Page 14
HydroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Peak Depth= 0.15'
Capacity at bank full= 8.10 cfs
Inlet Invert= 8,245.00', Outlet lnvert= 8,239.50'
12.0" Diameter Pipe n= 0.013 Length= 106.5' Slope= 0.0516'/
Subcatchment 100: 100
Runoff = 0.87 cfs @ 11.93 hrs, Volume=0.036 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.90"
Area (ac) CN Description
O.O44 74 >75% Grass cover, Good, HSG C
0.289 98 Paved parking & roofs
0.333 95 Weighted Average
Tc Length Slope Velocity Capaci$ Description(min) (feet) (ffi) (fl/sec) (cfs)
2.3 109 0.0367 0.8 Sheet Floq PARI{NG
n= 0.015 P2= 1.@"3.7 0.73 Ghannel Flow CURBAT'ID GUTTER
Area= 0.2 sf Perim= 2.7' r= 0.07' n= 0.015
0.4 90 0.0440
2.7 199 Total
0
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0
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Pond 100P: 100P
lnflorv =Outflow =Primary =
8,242.70
8,243.00
Routing by StorJnd method, Time Span= 0.0S20.00 hrs, dtr 0.01 hrs
Peak Elev= 8,242.72' Storage= 1 cf
Plug-Flor detention time= 0.0 min calculated for 0.036 af (100% of inflow)
Storage and wetted areas determined by lrregular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (fee0 (cubiofeet) (cubic-feet) (sq-ft)
0.87 cfs @ 11.93 hrs, Volume=
0.87 cfs @ 11.93 hrs, Volume=
0.87 cfs @ 11.93 hrs, Volume=
0 0.0100 50.0
0.036 af
0.036 af, Atten= 0%, Lag= g.g rtn
0.036 af
frimary OutFlow (Free Discharge)
fr1=Orifice/GrateL2=Orifice/Grate
# Routing lnvert Outlet Devices
1 Primary 8,242.70' 0.12'x0.55'HoriaOrifice/GrateX20.00 C=0.6002 Primary 8,242.70' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Middle Creek Housing
Prepared by Peak Civil Engineering, lnc.
Type ll 24hr Rainfall=l.90" - 25 Yr Event
Page 15
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Reachl0l:101
fnflow = 1.27 cfs @ 11.94 hrs, Volume=
Outffow = 1.26 cfs @ 11.95 hrs, Volume=
0.053 af
0.053 af, Atten= 1%, Lag= 9.4 t'n
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Veloci$= 7.6 fps, Min. Travel Time= 0.6 min
Avg. Vefocity =2.2fps, Avg. Travel Time= 1.9 min
Peak Depth= 0.26'
Capacity at bank full= 8.21 cfs
lnfet fnvert= 8,239.00', Outlet Invert= 8,225.50'
12.0" DiameterPipe n= 0.013 Length=2il.4' Slope=0'0531 7
Subcatchment 110: 110
Runoff = 0.88 cfs @ 11.93 hrs, Volume=0.038 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00'20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=1.90"
Area (ac) CN Description
0.015 74 >75% Grass cover, Good, HSG C
0.296 98 Paved parking & roofs
0.311 97 Weighted Average
Length Slope Velocity DescriptionTc
rnD
1.8
0.9
95 0.0520
220 0.0500
0.9
3.9
SheetFlow, PARKING
n= 0.015 P2= 1 .00"
0.78 Channel Flow, CURB Al,lD GUTTER
2.7 315 Total
Pond 110P:110P
2.7'r-0.
0.038 af
0.038 af, Atten= 0%, Lag= 9.1 .'n
0.03E af
Inflow = 0.88 cfs @ 11.93 hrs, Volume=
Outflow = 0.88 cfs @ 11.93 hrs, Volume=
Primary = 0.88 cfs @ 11.93 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Efev= 8,229.72' Storage= 7 cf
Plug-Flow detention time= 0.3 min calculated for 0.038 af (100% of inflour)
Storage and wetted areas determined by lrregular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area
8,229.50
8,229.80
0.0
50.0
0
100
0
199
0
10
0
10
Middle Greek Housing Type ll 24hr Rainfall=l.90" - 25 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 16
HvdroCADE 6.00 Vn 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
frimary OutFlow (Free Discharge)L1=OrificdGrate
L2=orifice/Grate
# Routinq lnvert Outlet Devices
1 Primary 8,229.50' 0.12' x 0.55' Horiz. Orifice/Grate X 20.00 C= 0.6002 Device 1 8,229.50' 2.75'x 0.33'Vert. Orifice/Grate C= 0.600
Reach 111:111
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lnflow = 2.13 cfs @ 11.94 hrs, Volume=
Outflow = 2j3 cfs@ 11.94hrs, Volume=
0.091 af
0.091 af, Atten= 0%, Lag= 9.1 r,n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0,01 hrs
Max. Velocity= 11.2 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.2 fPs, Avg. Travel Time= 0.4 min
Peak Depth= 0.29'
Capacity at bank full= 11.50 cfs
f nlet lnvert= 8,224.33' , Outlet Invert= 8,216.00'
12.0" Diameter Pipe n= 0.013 Length= 80.0' Slope= O.1M1 'f
Middle Greek Housing Type ll 24hr Rainfall=l.90' - 25 Yr Event
frepared by Peak Civil Engineering, lnc.
HvdroCAD@6.00 s/n 002040 @ 1986-2001 Ap
Reach 11211
Hydrograph Plot
Reach 21= 21
Hydrograph Plot
Middle Creek Housing
Prepared by Peak Civil Engineering, lnc.
Type ll 24hr Rainfall=l.90'- 25 Yr Event
Page 18
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HydroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1912003
Reach 3t: 3l
Hydrograph Plot
.p
IJ
e
ll.
789'10 11 12 13.t4
nme (houFl
Reach 41:41
Hydrograph Plot
8 910 11 12
Tlme (hours)
1S181716
'-. _ t-
0.1
Middle Greek Housing Type Il 24hr Rainfall=l.90'- 25 Yr Event
Page 19Prepared by Peak Civil Engineering, Inc.
1
Reach 51: 51
Hydrograph Plot
Reach 51.5: 51.5
Hydrograph Plot
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 2tl-hr Rainfall=l.90'- 25 Yr Event
Page 20
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1glZOO3
Reach 56:56
Hydrograph Plot
l- lnflo,r Il- Ou$owl"-
Reach 522 52
Hydrograph Plot
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfalle1.90'- 25 Yr Event
Page21
.EI
I0tr
.00 s/n 002040 @ 1986-2001
Reach 61: 61
Hydrograph Plot
o i ) 3 ,i 5 d't"'i-'
Time (horrs)
Reach 71=71
Hydrograph Plot
6
a,ttt
Middle Grcek Housing
Prepared by Peak Civil Engineering, Inc.
01234s
Type ll 24hr Rainfall=l.90'- 25 Yr Event
Page22
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HvdroCAD@ 6,00 s/n 002040 @ 't986-2001 Applied Microcomputer Svstems 3/1g2003
Reach 81: 81
Hydrograph Plot
0.1
0.1
0.
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910 11 12 13 14 15
Tlmo (houE)
Reach 82282
Hydrograph Plot
8 910 11 12
Tlme (hou|E)
Middle Greek Housing Type ll 24hr Rainfall=I.90' - 25 Yr Event
Page 23Prepared by Peak Civil neering, lnc.
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Reach 83:83
Hydrograph Plot
o()
otr
Hydrograph Plot
Middle Grcek Housing
Prepared by Peak Civil E
Type ll 2Shr Rainfall=l.90' - 25 Yr Event
Page24ineering, Inc.
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Hydrograph Plot
8910 11 12 13 14
Tlme (hour8)
Reach 111:111
Hydrograph Plot
o
|)
Ic,f'L1
8 910 11 12
Timo (hours)
1a 14 IE 16 17 18 19
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I Appendix F
I 50-Year Event post-Development Drainage Data
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Middfe creek Housing Type ll 2$hr Rainfall=2.20" - 50 Yr Event
Prepared by Peak CivilEngineering, lnc. - Page 1
HvdioCAD@ 6.00 sln 0O2O4O 6 1986-2d01 Applied Microcomouter Svstems 3/192003
Subcatchment 10: 10
Runoff = 0.78 cfs @ 11.93 hrs, Volume=0.036 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20'00 hrs' dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
Area (ac) CN Description
0.233 98 Paved roads dcurbs & sewers
Tc Length Slope Velocity Capacity Description(min) (feet) (fl/ft) (ft/sec) (cfs)
2.2 60 0.0125 0.4 SheetFIoqSHEETFLOW'ROAI)
n= 0.015 P2= 1.00"
0.9 70 0.OO5O 1.2 0.25 Channel Floq GURBAND GUTTER
3.1 130 Total
Pond 10P: 10P
lnflow =Outflow =
Primary =
0.78 cfs @ 11.93 hrs, Volume=
0.78cfs @ 11.% hrs, Volume=
0.78cfs @ 11.% hrs, Volume=
0.036 af
0.036 af, Aften= 0%, Lag= 0.2 min
0.036 af
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dF 0.01 hrs
Peak Elev= 8,209.37 Storage= 13 cf
Plug-Flow detention time= 0.7 min calculated for 0.036 af (100% of inflow)
Storage and wetted areas determined by Inegular sections
Elevation Surf.Arca Perim.lnc.Store Cum.Store Wet.Area
E,209.17
8,209.58
lnflow =Outflow =
0
472
0
27
0
27
0
200
0.0
n.0
fdmary OutFlow (Free Discharge)
L1=Orifice/Grate
L2=orifice/Grate
# Routinq lnvert Outlet Devices
1 Primary 8,209J7' 0.12'x 0.55' Horiz Orifice/Grate X 20.fl1 C= 0.600
2 Device 1 8,209.17' 2.75'x 0.33'Vert OrificelGrate C= 0'600
Reach 11:11
0.78 cfs @ 1'1.94 hrs, Volume= 0.036 af
0.77 cfs @ 11.95 hrs, Volume= 0.036 af, Atten= 1%, Lag= 9.6 t'n
Middle Creek Housing
Prepared by Peak Civil Engineering, lnc.
Type ll24hr Rainfall--2.20'- 50 Yr Event
Routing by Stor-lnd method, Time Span= 0.@'20.00 hrs, df= 0.01 hrs
Max,Velocity= 2.7 tps, Min. Travel Time= 0.9 min
Avg. Velocity = 0.8 fps, Avg. Travel Time= 3.0 min
Peak Depth= 0.33'
Capacity at bank full= 7.41 ds
Inlet InverF 8,205.70', Outlet Invert= 8,204.99'
18.0" Diameter Pipe n= 0.013 Lengh= 142.5' Slope= O.OOS0 ?
Subcatchment20:2O
Runoff = 1.00 cfs @ 11.% hrs, Volume=0.038 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= O.OG2O.OO hrs, df= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
0.258
0.193
98 Paved roads dcurbs & sevrrers72 Woods/grass comb., Good, HSG C
0.501
Tc Length
86 WeightedAverage
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2.0
1.3
120
330
Velocity
0.0680 1.0
0.0550 4.1
Description
SheetFloq ROADWAY
n= 0.015 P2= 1.00"
0.82 Channel Floq CURBAttD GUTTER
Pond 20P:20P
Inflow =Ontflow =Primary =
1.00 cfs @ 11.%hrs, Volume=
0.99 cfs @ 11.95 hrs, Volume=
0.99 cft @ 11.95 hrs, Volume=
0.038 af
3.33311
Atten= 0%, Las= s.3 ',n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Efev= 8,209.52' Storage= 23 cf
flug-Flqry detention time= 0.9 min calcutated for 0.038 al (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubicfeet) (cubic-feet) (sq-ft)8,209.2900.00008,209.69 290 68.0 39 39 368
frimary OutFlow (Free Discharge)L1=Orifice/Grate
L2=Orifice/Grate
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
lnvert Outlet Devices
1 Primary 8,209.29' 0.12'x 0.55'Horiz. Orifice/Grate X 20.00 C= 0.6002 Device 1 8.209.29' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Middle Creek Housing
Prepared by Peak Civil Engineering, lnc.
lnflow =Outflow =
Type ll 24-hr Rainfall=2.20'- 50 Yr Event
Page 3
Reach 21= 21
1.77 ds @ 11.95 hrs, Volume= 0.075 af
1.72cls @ 11.96 hrs, Volume= O.O74 af , Atten= 3%, Lag= 9.6 t'n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.4 fps, Min. Travel Time= 1.3 min
Avg. Velod$ = 0.9 fps, Avg. Travel Time= 4.8 min
Peak Depth= 0.49'
Capacity at bank full= 7.42 cfs
Inlet Invert= 8,204.89', Outlet Invert= 8,203.55'
18.0" Diameter Pipe n= 0.013 Length= 268.5' Slope= 0.0050 '/
Subcatchment 30: 30
Runoff = 2.06ds@ '12.04hrs, Volume=0.113 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
Area (ac) CN Description
0.083 98 Paved parking & roofs0.678 98 Paved roads Wcurbs & sevrrers0.214 74 >75% Grass cover, Good. HSG C
0.975 93 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feet) (ffi) (11/sec) (cfs)
6.7 40 0.2500 0.1
2.5 120 0.0375 0.8
2.8 210 0.0050 1.2
Sheet Flou T"ANDSCAPE
Woods: Light underbrush n= 0.400 P2= 1.00"
Sheet Flow, ASPHALT
n= 0.015 P2= 1.00"
0.25 Channel Flow CURBAND GUTTER
Area= 0.2 sf Perim= 2.7' r= 0.0T n= 0.015
12.O 370 Total
Pond 30P: 30P
lnflow = 2.06 cfs @ 12.04 hrs, Volume=
Outflow = 2.05 cfs @ 12.04 hrs, Volume=
Primary = 2.05 cfs@ 12.04 hrs, Volume=
0.113 af
0.113 af, Atten= 0%, Lag= 9.3 t'n
0.113 af
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Middle Greek Housing
Prepared by Peak Civil Engineering, lnc.
00 s/n 002040 @ 1986-2001
Peak Elev= 8,208.39' Storage= 40 cf
PlugFlow detention time= 0.7 min calculated for 0.113 af (100% of inflor)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area
Type ll 2&hr Rainfall=2.20'- 50 Yr Event
Page 4
8,207.99
8,208.50
0 0.0300 65.0
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lrimary OutFlow (Free Discharge)L1=Orificey'Grate
L2=Orifice/Grate
I
Primary 8,207.99'
Device 1 8.207.99'
0.12' x 0.55' Horiz. Orifice/Grate X 20,00 C= 0.600
2.75'x 0.33'Vert Odfice/Grate C= 0.600
Reach 3{:31
lnflow = 3.41 cfs @ 1 1 .98 hrs, Volume= 0.1 88 afOutflorv = 3.41 cfs @ 1 1 .99 hrs, Volume= 0.1 88 af, Atten= 0%, Lag= 9.2 .'n
Routing by Stor-lnd method, Time Span= 0.0O20.00 hrs, dt= 0.01 hrs
Max. Velocity= 4.1 fps, Min. Travel Time- 0.3 min
Avg. Velod$ = 1.2 fps, Avg. Travel Time= 1.0 min
Peak Depth= 0.71'
Capacity at bank full= 7.44 ds
Inlet Invert= 8,203.45', Outlet Invert= 8,203.10'
18.0" Diameter Pipe n= 0.013 Length= 69.7' Slope= 0.0050 7
Subcatchment 40: 40
Runoff = 0.70 ds @ 12.11 hrs, Volume=0.046 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 24hr Rainfall=2.20"
Area
o.272 Paved parking & roofs
0.
o.778
>75% Grass
Weighted Average
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I Middle Creek Housing Type ll 24hr Rainfall=2.20'- 50 Yr Event
I Prepared by Peak Civil Engineering, Inc, Page 5
HvdroCAD@6.00 s/n 002040 @ 1986-2001 Applied MicrocomputerSvstems 3/19/2003
Tc Length Slope Velocity Capacity Description(min) (feet) (ffi) (fUsec) (cfs)
17.4 125 0.0320 0.1 Sheet Floq LANDSCAPE
Grass: Short n= 0.150 P2= 1.00"0.1 85 0.4710 10.3 Shallowconcentrated Floq IANDSCAPE
Grassed Waterway Kv= 15.0 fpso' tu o otoo " u'o ll!?r!lJl?T"?,Hfo?'ltluo, n= o o.o17.7 ?46 Total
r Pond 40P: z${lP
I Inflow = 0.70 ds@ 12.11hrs, Volume= 0.046 af
I Outflow = 0.70 ds @ '12.11 hrs, Volume= 0.046 af, Aften= 0%, Lag= 9.9 r'n
Primary = 0.70 ds @ 12.11 hrs, Volume= 0.046 af
I Routing by Stor-lnd method, Time Span= O.O0-20.00 hrs, dt= 0.01 hrsI
Peak Elev= 8,206.81' Storage= 2 cf
I Plug-Flow detention time= 0.0 min calculated for 0.046 af (1007o of inflow)
I Storage and wetted areas determined by lrregular sections
r Elevation Surf.Area Perim. Inc.Slore Cum.Store WetArea
I (feet) (sq-ft) (feet) (cubiofeet) (cubic-feet) (sq-ft)
8,206.8000.0000
I 8,208.00 555 250.0 222 222 4'976
I frimary OutFtow (Free Discharge)L1=Orifice/Grate
I # Routinq lnvert Outlet Devices1 Primary 8,206.80' 0.55'x 0.1? Horiz. Orifice/Grate X 24.00 C= 0.600
I Reach 41:41
I Inflow = 0.70 cfs @ 12.11 hrs, Volume= 0.(X6 af
I Outflow = 0.70 ds@ 12.11hrs, Volume= 0.046 af, Atten= 0%, Lag= 9.2 r'n
r Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
I Max. Velocity= 3.4 fps, Min. Travel Time= 0.2 minI Avg. Velocity = 1.4 hs, Avg. Travel Time= 0.6 min
I Peak Depth= 0.26'
I Capacity at bank full= 10.57 cfs
Inlet Invert= 8,203.80', Outlet lnvert= 8,203.33'I 18.0" Diameter Pipe n= 0.013 Length= 46.4' Slope= 0.0101 7
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Middle Greek Housing Type ll24-hr Rainfall=2.20'- 50 Yr Event
Prepared by Peak Civil Engineering, lnc. page 6
HvdroCAD@ 6.00 s/n 002040 O 1986-2001 Applied Microcomputer Svstems 3/19/2003
Subcatchment 50: 50
Runoff = 4.95 cfs@ 12.20 hrs, Volume=0.442af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
Area (ac) CN Description
0.280 74 >75% Grass cover, Good, HSG C14.516 73 Woods. Fair. HSG C
14.796 73 Weighted Average
Length Slope Velocity Capacity Description
cfs
125 0.2000 0.1 Sheet Floq WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shallow Goncentrated Flow, WOODS
Unpaved Kv= 16.1fps
3.9 2,085 0.3000 8.8
0.3 275 0.1090 16.0 256.34 GhannelFloq 6pqgg p11911
Area= 16.0 sf perim= 16.5' r= 0.97, n= 0.030225 2,485 Total
Pond 50P: 50P
Tc
trD
18.3
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lnfloul =Outflow =Primary =
8,248.50
8,252.OO
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,249.63' Storage= 217 cf
Plug-Flor detention time= 1 .7 min calculated for 0.539 af (100% of inflow)
Storage and wetted areas determined by lnegular sedions
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubiofeet) (cubiofeet) (sq-ft)
5.19cfs @ 12.19 hrs, Volume=
5.18cfs @ 12.20 hrs, Volume=
5.18cfs @ 12.20 hrs, Volume=
0 0.0575 95,0
0.540 af
0.5,40 af, Atten= 00,6, Lag= 0.6 min
0.540 af
00671 737
0
671
frimary OutFlow (Free Discharge)t-1=cirlvert
Primary 8,248.50',
Routi lnvert Outlet
18.0" x 102.4'long Gulvert RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 8,243.50' S= 0.(X88 7 n= 0.013 Cc= 0.900
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Middle Creek Housing Type ll 2*hr Rainfall=2.20" - 50 Yr Event
Prepared by Peak CivilEngineering, Inc. Page 7
HvdioCAD@ 6.00 s/n OO204O @ 1986-200l Applied Microcomputer Svstems 3/19/2003
Reach 51:51
5.18cfs @ 12.20 hrs, Volume= 0.540af
5.18 cfs @ IZ.ZO hrs, Volume= 0.539 af, Atten= 0%, Lag= g'1 t'n
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 10.7 fps, Min. Travel Time= 0.2 min
Avg. Veloci$ = 3.7 fps, Avg. Travel Time= 0.5 min
Peak Depth= 0.48'
Capacity at bank full= 23.49 cfs
lnlet lnvert= 8,248.50', Outlet Invert= 8,243.50'
18.0" Diameter Pipe n= 0.013 Length= 100.0' Slope= 0.0500 7
Reach 51.5:51.5
lnflow =Outflow =
lnflow =Outflow =
lnflow =
Outflow =
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 22.21ps, Min. Travel Time= 0.1 min
Avg. Velod$ = 7.7 fps, Avg. TravelTime= 0.2 min
Peak Depth= 0.29'
Capacity at bank full= 65.65 cfs
Inlet Invert= 8,243.00', Outlet Invert= 8,203.20'
18.0" Diameter Pipe n= 0.013 Length= 101.9' Slope= 0.3906'/
Reach 52252
5.18 cfs @ 12.20hrs, Volume=
5.18cfs @ 12.20 hrs, Volume=
5.78cfs @ 12.19 hrs, Volume=
5.78cfs @ 12.19 hrs, Volume=
0.539 af
0.539 af, Atten= 0%, Lag= 9.1 t'n
0,585 af
0.585 af, Atten= 0%,Lag= 9.9 t'n
Routing by Stor-lnd method, Time Span= 0.0&20.00 hrs, dt= 0.01 hrs
Max. Velocity= 9.8 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 3.3 fps, Avg. Travel Time= 0.1 min
Peak Depth= 0.55'
Capacity at bank full= 19.91 cfs
fnfet Invert= 8,202.90', Outlet lnverF 8,202.59
18.0" Diameter Pipe n= 0.013 Length= 10.3' Slope= 0.0359 7
Subcatchment 55: 55
Runoff = 2j2 cfs @ 11.94 hrs, Volume=0.098 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
Middle Greek Housing
Prepared by Peak Civil
Type ll 24hr Rainfall=2.20'- 50 Yr Event
Page I
Area CN Descri
0.633
Length
98 Paved parking & roofs
Slope Velocity Capacity DescriptionTc
4D
3.3 150 Sheet Floq
n- 0.015 P2= 1.00"
Reach 56:55
lnflow = 2.12 cfs @ 11.94 hrs, Volume= 0.098 af
Outflow = 2.12ds @ 11.94 hrs, Volume= 0.098 af, Atten= 07o, Lag= g.g r'n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Subcatchment 60: 60
Runoff = 0.36 cfs @ 1 1.93 hrs, Volume=0.016 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dF 0.01 hrs
Type ll 24-hr Rainfall=2,20"
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Paved roads dcurbs & sanrers
Length Slope Capacity Description
2.2 63 0.0150 0.5 SheetFloq ROADWAY
n= 0.015 P2= 1 ,00"0,6 43 0.0050 1.2 0.25 Channel Flow, GURB AlrtD GUTTER
Area= 0.2 sf perim= 2.7 r= 0.02 n= 0.0152.8 106 Total
Pond 50P: 60P
Inflow = 0.36 cfs @ 11.93 hrs, Volume=
Outflow = 0,36 cb @ 11.% hrs, Volume=
Primary = 0.36 cfs @ 11.94 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0S20,00 hrs, dF 0.01 hrs
Peak Elev= E,207.89' Storage= 10 cf
Plug-Flow detention time= 1.1 min calculated for 0.016 af (1000/o of inflov)
Storage and wetted areas determined by lrregular sections
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feetl (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
0.016 af
0.016 af, Atten= 0016, Lag= 9.3 r'n
0.016 af
0017 424
8,207.77
8,207.97
0 0.0250 73.0
0
17
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lnflow =
Outflow =
Middfe Creek Housing Type ll24hr Rainfall=2.20''50Yr Event
Prepared by Peak CivilEngineering, Inc. - Page 9
HvdioCAD@ 6.oo s/n oozoao 6 198e-2601 Applied Microcomputer Svstems 3/19/2003
frimary OutFlow (Free Discharge)
T-1=Orifice/Grate
L2=orificdcrate
# Routing lnvert Outlet Devices
1 Primary 8,207.77 0.12'x0'55' HorizOrifice/GrateX20.00 C=0.600
2 DevicEl 8,207J7 2.75'x0.33'VertOrifice/Grate C=0.600
Reach 61: 61
3.68 cfs @ 11.98 hrs, Volume= 0.204 at
3.66 cfs @ tt.SS hrs, Volume= 0.204 af, Atten= 0%, Lag= 9.5 t'n
Routing by Stor-lnd method, Time Span= 0.0S20'00 hrs, dt= 0.01 hrs
Max. Velocity= 4.7 fps, Min. Travel Time= 0.6 min
Avg. Veloci$ = 1.4 fps, Avg. Travel Time= 2.0 min
Peak Depth= 0.68'
Gapacity at bank full= 8.79 cfs
f nlet fnvert= 8,203,00', Outlet Invert= 8,201.82'
18.0" Diameter Pipe n= 0.013 Length= 168.7' Slope= 0.0070 7
Subcatchment 70: 70
Runoff = 1.06cfs@ 11.95hrs, Volume= 0.M1 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0'00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
Area (ac) CN Description
0.196 98 Paved roads dcurbs & sewers
0.066 98 Paved parking & roofs
0.310 74 >75% Giass cover, Good, HSG C
0.572 85 Weighted Average
Tc Length Slope Veloci$ Capacity Description
(min) (feet) (fUft) (fUsec) (cfs)
2.4 73 0.0150 0.5 Sheet Flow, ROADWAY
n= 0.015 P2= 1.00"
1.2 140 O.O12O 1.9 0.38 Channel Flow GURBAND GUTTER
3.6 213 Total
Pond 70P:70P
lnflow =
Outflow =Primary =
1.06 sfs @
1.06 cfs @
1.06 cfs @
11.95 hrs, Volume=
I 1.95 hrs, Volume=
11.95 hrs, Volume=
0.041 af
0.041 af, Atten= 0%, Lag= 9.1 t'n
0.041 af
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=2.20'- 50 Yr Event
Page 10
Routing by Stor-lnd method, Time Span= 0,0o.20.00 hrs, dt= 0.01 hrs
Peak Elev= E,206.78' Storage= '12 cf
Plug-Flow detention time= 0.4 min calculated for 0.041 af (100% of inflow)
Storage and wetted areas determined by lrregular sectiond
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Elevation surf,Area Perim. Inc.store cum.store wet.Area(feet) (s+fi) (feet) (cubiefeet) (cubic-feet) (sq-fti8,206.5300.00008,206.73 14s 55.0 10 10 241
lrimary OutFlow (Free Discharge)L1=Orificer/Grate
L2=Orifice/Grate
# Routinq Inveft Outlet De\rices1 Primary 8,206.53' 0.12'x 0.55' Horiz. Oriflce/Grate X 20.00 C= 0.6002 Device 1 8,206.53 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Reach 71:7i
fnflow = 7.88cfs@ 11.98hrs, Volume= O.83OafOutflor = 7,E8 cfs @ 11.98 hrs, Vdune= 0.830 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-lnd mEthod, Time Span= 0,0G20.00 hrs, dF 0.01 hrs
Max. Velocity= 6.5 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 2.4 fps, Avg. Travel Time= 0.6 min
Peak Depth= 0.97'
Capacity at bank full= 10.53 c,fs
f nlet lnvert= 8,201.72' , Outlet Invert= 8,200.89'
18.0'Diameter Pipe n= 0.013 Lengrth= g!.9' glepE= 0.0100 T
Subcatchment 80: 80
Runoff = 0.94 cfs @ 12.03 hrs, Volume= 0.049 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20,00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
CN
1.'104 73 Woods, Fair, HSG C
1.639 73 WeightedAverage
74
Middle Creek Housing Type ll 24hr RainfalP2.2l'' 50 Yr Event
Prepared by Peak CivilEngineering, Inc. Page 11
HvdioCAD@ 6.00 sln O02O4O @ 1986-2001 lpptied Microcomputer Svstems 3/19/2003
Tc Length Slope Velocity Capacity Description
(min) (feet) (ffi) (fUsec) (cfs)
7.0 50 0.3500 0.1
2.1 430 0.4850 3.5
Sheet Flow, WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shallow Concentrated Flow, WOODS/LANDSCAPE
9.1 480 Total
Woodland
Pond 80P: 80P
lnflow = 2.21 cfs @ 11.96 hrs, Volume=
Outflow = 2.20 sfs @ 11.97 hrs, Volume=
Primary = 2.20 cfs @ 11.97 hrs, Volume=
0.114 af
0.114 af , Atten= 17o, Lag= 9.5 t'n
0.114 af
Routing by Stor-lnd method, Time Span= 0.00-20,00 hrs, dt= 0.01 hrs
Peak Elev= 8,205.81' Storage= 57 cf
PlugrFlow detention time= 0.9 min calculated for 0.114 af (100% of inflow)
Storage and wetted areas determined by Inegular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area
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8,205.38
8,205,91
0
400
0.0
75.0
0
71
0
71
0
48
frimary OutFlow (Free Discharge)
T-1=orific€/Grate
L2=Orifice/Grate
# Routing lnvert Outlet Devices
1 Primary 8,205.38' 0.1? x 0.55' Horiz. Orifice/Grate X 20.00 C= 0.600
2 Device 1 8,205.38' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Reach 81: 81
Inflow = 0.94 cfs @ 12.03 hrs, Volume= 0.049 af
Outflow = 0.94 cfs @ 12,03 hrs, Volume= 0.049 al Atten= 0%, Lag= 0.0 min
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Reach 82= 82
Inflow = 10.04 cfs @ 11.98 hrs, Volume= 0.944 af
Outflow = 10.04 cfs @ 11.98 hrs, Volume= 0.944 af, Atten= 00/o, Lag= g.g t'n
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 9.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 3.1 fps, Avg. TravelTime= 0.1 min
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall--2.20" - 50 Yr Event
Peak Depth= 0.90'
Capacity at bank full= 14.86 cfs
Inlet Invert= E,200.79', Outlet Invert= 8,200.51'
18.0" Diameter Pipe n= 0.013 Length= 14.0' Slope= 0.0200,/
Reach 83:83
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Volume=
Volume=
lnflow =Outflow =
10.O4 cfs @ 11.98 hrs,
10.00cfs@ 11.99hrs,
0.94af
0.9[3 al Atten= 0%,Lag= 9.6 t'n
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 9.6 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 3.3 fps, Avg. TravelTime= 2.0 min
Peak Depth= 0.85'
Capacity at bank full= 16,17 cfs
Inlet InverF 8,199.40', Outlet Invert= 8,190.10'
18.0" Diameter Pipe n= 0.013 Lengrth= 392.7' Slope= 0.0297 ,f
Subcatchment 85: 85
Runoff = 1.63cfs@ 11.94hrs, Volume= 0.065af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Type ll 2zl-hr Rainfall=2.20"
o.47
0.217
Paved parking & roofs
0.664
Tc Length
2.4 92 0.0250 0.6
1.0 245 0.0570 4.2
Weighted Average
Slope Velocity Capacity Description
98
74
90
Sheet Flour, PARKING
n= 0,015 P2= 1,00"
0.83 Ghannel Flow, GURB AttD GUTTER
Subcatchment 90:90
Runoff = 0.68 cfs @ 11.93 hrs, Volume=0.025 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
Middle Creek Housing Type Il 24-hr Rainfall=2.20" - 50 Yr Event
Prepared by Peak Civil Engineering, Inc. page 13
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Apptied Microcomputer Svstems 3/19/2003
Woods, Good, HSG C
>75% Grass cover, Good, HSG C
70
74
98
a (ac)
0.337
0.276
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0.691 Weighted Average
Tc Length Slope Velocity Capacity Description
n
0.6 100 0.4390 2.6
0.9 190 0.5360 3.7
Sheet Floq WOODS
Smooth surfaces n= 0.01 1 P2= 1.00"
Shallow Concentrated Flow. WOODS
Woodland Kv= 5.0 fps0.1 190 0.1895 31.8 1,016.37 ChannelFtow, GRASS DTTCH
Area= 32.0 sf Perim= 17.9' r= 1.79 n= 0.0301.6 480 Total
Pond 90P: 90P
Inflow = 0.68 cfs @ 11.93 hrs, Volume=
Outflow = 0.65 cfs @ 11.94 hrs, Volume=
Primary = 0.65 cfs @ 11.94 hrs, Volume=
0.025 af
0.024 af, Atten= 4%, Lag= 9.9 rtn
0.024 at
0
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Efev= 8,245.41' Storage= 62 cf
PfugFfor detention time= 5.4 min calculated for 0.024 af (99o/o of inflow)
Storage and wetted areas determined by Inegular sestions
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubicfeet) (sq-ft)
8,245.00
8,248.50
0 0.0460 80.0 537 537
ryryr,|Slow (Free Discharse)
#1 Primary
Routing by Stor-lnd method, Time Span= 0,00-20.00 hrs, dt= 0.01 hrs
Max. Veloci$= 6.2 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 2,3 fps, Avg. TravelTime= 0.8 min
lnflow =Outflow =
8,245.00' 12.0" x 106.5' long Culvert RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 8,239.50' S= 0.05'16 7 n= 0.013 Cc= 0.900
Reach 91: 91
0.65 cfs @ 11.94 hrs, Volume= 0.024 al
0.65 cfs @ 11,94 hrs, Volume= 0.024af , Atten= 0%, Lag= 9.2 r'n
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Peak Depth= 0.19'
Capacity at bank full= 8.10 cfs
Inlet Invert= 8,245.00', Outlet lnvert= 8,239.50'
12.0" Diameter Pipe n= 0.013 Lengrth= 106.5, Slope= 0.0516,/
Subcatchment 100: 100
Runoff = 1.04 cfs@ 11.93hrs, Volume=0.044 af
Runoff by SCS TR-20 method, UH=SCS, Tirne Span= 0.OG2O.0O hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
Type ll 2tl-hr Rainfall=2.20, - S0 yr Event
Page 14
CN
74
98
95
>75% Grass cover, Good, HSG C
Weighted Average
0.8
3.7
Tc
tiD
2.3
o.4
Length Velocity Capacity Description
109 0.0367
90 0.0440
Sheet Flor, PARKTNG
n= 0.015 P2= 1.(X)"
0.73 Channel Flow, CURB At{D GUTTER
Pond 100P: {00p
fnflow = 1.Mcfs@ 11.93hrs, Volume= O.C/HafOutfforrr = 1.M + @ 11 99 hrs, Volume= O.Waf , Atten= 0%, Lag= g.g,tn
Primary = 1.04 cfs @ 11.93 hrs, Volunre= 0.O44 at
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dF 0.01 hrs
Peak Elev= 8,242.73' Storage= 1 cf
Plug-Flow detention time= 0.0 min calculated for 0.044 af (1OOo/o of inflow)
Storage and wetted areas determined by lnegular sestiond
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Elevation SurfArea Perim.Inc.Store Cum.Store WetArea
E,242.70
8,243.00
Prlmarv OutFlow
}-t=o-riRcvcrateL2=Orificey'Grate
0 0.0100 50.0
(Free Discharge)
0
199
0
10
0
10
Primary 8,242.70'
Primary 8,242.70'
0.12'x 0.55' Horiz Orifice/Grate X 20.00 C= 0.600
2.75'x 0.33'Vert Orifice/Grate C= 0.600
Middle Creek Housing Type ll 24-hr Rainfall=2.20'- 50 Yr Event
Prepared by Peak Civil Engineering, lnc. page 15
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Aoplied Microcomputer Svstems 3/19/2003
Reach 101: 101
Inflow = 1.68 cfs @ 11.94 hrs, Volume=
Outflow = 1.66 cfs @ 11.94 hrs, Volume=
0.068 af
0.068 af, Atten= 1%, Lag= 9.4 r'n
Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Max. Velocity= 8.2 fps, Min. Travel Time= 0.5 min
Avg. Veloci$ = 2.4tps, Avg. Travel Time= 1.8 min
Peak Depth= 0.31'
Capacity at bank full= 8.21 cfs
Inlet Invert= 8,239.00', Outlet Invert= 8,Z2S.SO'
12.0" Diameter Pipe n= 0.013 Length= 254.4' Slope= 0.0531 '/
Subcatchment 110: 110
Runoff = 1.A4 cfs @ 11,93 hrs, Volume=0.046 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S2O.OO hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.20"
ac
0.015 >750lo Grass cover, Good, HSG C74
98
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.296
0.311 97 Weighted Average
Slope Velocity Capacity DescriptionTc Length
95 0.0520 0.9 Sheet Floq PARKING
n= 0.015 P2= 1.00"0.9 220 0.0500 3.9 0.78 Channet Ftow, CURB AND GUTTER
Area= 0.2 sf Perim= 2.7' r= 0,07, n= 0.0152.7 315 Total
Pond 110P: 1{0P
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Efev= 8,229,74' Storage= I cf
Plug-Flow detention time= 0.3 min calculated for 0.046 af (100o/o of inflow)
Storage and wetted areas determined by lnegular sections
lnflow =Outflow =Primary =
8,229.50
8,229.80
1.04 cfs @ 11.93 hrs, Volume=
1.04 cfs @ 11.93 hrs, Volume=
1.04sfs @ 11.93 hrs, Volume=
0 0.0100 50.0
0.046 af
0.046 af, Atten= 0%, Lag= 9.1 r,n
0.M6 af
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
0
10
0
10
0
199
Middle Creek Housing Type Il2*hr Rainfall=2.20'- 50 Yr Event
Prepared by Peak Civil Engineering, Inc. page 16
HvdroCADO 6.00 s/n 002040 @ 1986-200'l Applied Microcomputer Svstems 3/19/2003
frimary OutFlow (Free Discharge)L1=Orifice/Grate
L2=orifice/Grate
lnvert
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1 Primary2 Device 1
8,229.50'.
8,229.50'
0.12' x 0.55' Horiz. Orifice/Grate X 20.00 C= 0.600
2.75'x 0.3i1'Vert Orifice/Grate C= 0.600
REach 111= 111
Inflow =Outflow =
2.69cfs @ 11.94 hrs, Volume=
2.68cfs @ 11.94 hrs, Volume=
0.114 af
0.114 af, Atten= 0%, Lag= 9.1 r'n
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 11.9 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.4 fps, Avg. Travel Time= 0.4 min
Peak Depfft= 9.33'
Capacity at bank full= 11.50 cfs
Inlet fnverF 8,224.33', Outlet Invert= 8,216.00'
12.0" Diameter Pipe n= 0.013 Length= 80.0' Slope= 0.1041 'f
Middle Greek Housing
frgRqre_d by Peak Civil Engineering, lnc.
00 s/n 002040
Type ll 24hr Rainfalts-2.20" - 50 yr Event
Page 17
Reach 11:11
Hydrograph Plot
E910 11 12 13 14
nmo (houE)
Reach 21:21
Hydrognph Plot
Middle Creek Housing Type ll 24hr Rainfall=2.20'- 50 Yr Event
frgPryllV Peak Civil Engineering, lnc. page 18
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19D003
Reach 31: 31
Hydrograph Plot
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6
;olt
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!l!
8 9 10 11 12 .t3 14 t5 16 ,t7 18 19 20
Tlme (houF)
Reach 41:41
Hydrograph Plot
678910 11 12 13 14 15 16 17 18 1920
Time (hours)
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Middle Creek Housing Type ll 24-hr Rainfall=2.20" - 50 Yr Event
Prepared by Peak Civil Engineering, Inc. page 19
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/1003
8 910 11 12 1:
nmo (hours)
Reach 51.5: 51,5
Hydrograph Plot
tt
(,
C'tr
o(t
ao
tr
910 11
lime (hours)
Reach 51: 5{
Hydrograph Plot
12 13 14 't5 t6 17 18 19 20
Middle Creek Housing Type ll 24-hr Rainfatl=2.20, - 50 yr Event
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6
o
tr
frqnqrg! ty Peak Civil Engineering, Inc.
Reach 52= 52
Hydrograph Plot
Reach 56:56
Hydrognph Plot
15 18 17 18 19 20
.EI
cttr
Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr RainfalF2.2l' - 50 Yr Event
Page21
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 61: 61
Hydrograph Plot
o
.J
Il!
Hydrograph Plot
Middle Greek Housing Type ll 24-hr Rainfall=2.20'- 50 Yr Event
Prepqredby Peak Civil Engineering, Inc. page22
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 81: 81
Hydrcgraph Plot
8910 11 12 13 11 15 16 17.t8 1920
Time (houcf
Reach 82:82
Hydrognph Plot
8 910 11 12 13 14 15
Tlme (houF)
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E,tr
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18 19 20
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Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type Il 2$hr Rainfall=2.20'- 50 Yr Event
Page 23
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 83: 83
Hydrograph Plot
I 9 10 11 12 13
Time (hours)
Reach 91: 91
Hydrognph Plot
8 910 11 12 13
Time (hours)
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Middle Greek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=2.20'- 50 Yr Event
Page24
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 101: 101
Hydrograph Plot
8 910 11 12
TIme (houFl
13 14
Reach 111:111
Hydrograph Plot
ool
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tr
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191E1716
g
o
ct
t!-
8 910 11 12
Time (hours)
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:
:
:
:
:
cbi
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:
:,
:
:'
:
:,
1918IA15141.2.
\
I
I Middle Creek Housing Type ll 24-hr Rainfall=2.40" - 100 Yr Event
I Prepared by Peak Civil Engineering, Inc, Page 1
HydroCAD@ 6.00 s/n 002040 @ 1986-2001 Apolied Microcomputer Svstems 3/19/2003
r Subcatchment 10: 10
r Runoff = 0.86 cfs @ 11.93 hrs, Volume= 0.040 af
Ir Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.40"
I Area (ac) CN Description
0.233 98 Paved roads dcurbs & sewers
I Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (fUsec) (cb)
r 2.2 60 0.0125 0.4 SheeIFIoqSHEETFLOW-ROAD
I n= 0.015 P2= 1.00"0.9 70 0.0050 1.2 0.25 Channel Floq CURB AND GUTTER
Area= 0.2 sf Perim= 2.7' r= 0.07' n= 0.015I
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Pond 10P: 10P
lnflow = 0.86 cfs @ 11.93 hrs, Volume= 0.O40 af
Outflow = 0.86 cfs @ 11.94 hrs, Volume= 0.040 at Atten= 0%, Lag= 9.2 rtn
Primary = 0.86 cfs @ 11.94 hrs, Volume= 0.040 af
Routing by Stor-lnd method, Time Span= 0.0e20.00 hrs, dtr 0.01 hrs
Peak Elev= 8,209.38' Storage= 14 cf
Plug-Flow detention time= 0.7 min calculated for 0.040 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Arca(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,209.17 0 0.08,209.58 200 77.0 27 27 472
frimary OutFlow (Free Discharge)
L1=Orifice/Grate
Lz=orifice/Grate
# Routing Invert Outlet Devices
1 Primary 8,209.17' 0.12'x0.55'Horlz.Orifice/GnteX20.00 C=0.6002 Device 1 8,209.17' 2.75'x 0.33'VerL Odfice/Grate C= 0.600
Reach l1: l1
I Inflow = 0.86 cfs @ 11.94 hrs, Volume= 0.040 afI Outflow = 0.85 cfs @ 11.95 hrs, Volume= 0.040 af, Atten= 170, Lag= 9.5 r'n
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Middle Creek Housing Type ll 24hr Rainfall=2.40' - 100 Yr Event
Page2Prepared by Peak Civil Engin
HydroCAD@6.00 s/n 002040 @ 1
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.8 fps, Min. Travel l'ime= 0.9 min
Avg. Velocity = 0.8 fps, Avg. TravelTime= 2.9 min
Peak Depth= 0.34'
Capacity at bank full= 7.41 ds
Inlet Invert= E,205.70', Outlet Invert= 8,204.99'
18.0" Diameter Pipe n= 0.013 Length= 142.5' Slope= 0.0050'/
Subcatchment 20: 20
Runoff = 1.15 cfs @ 11.94 hrs, Volume=0.045 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.40"
Area (ac) CN Description
0.258 98 Paved roads dcurbs & sewers0.193 72 Woods/grass comb., Good, HSG C0.050 74 >75% Grass cover, Good. HSG G
0.501 86 Weighted Average
Tc Length Velocity Capacig Description
cfs
2.0 120 0.0680 1.0 Sheet Flow, ROADWAY
n= 0,015 P2= 1.00"1.3 330 0.0550 4.1 0,82 Channel Flow CURB AtlD GUTTER
Area= 0.2 sf perim= 2.7' p 0.07, n= 0.0153.3 450 Total
Pond 20P:20P
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Inflorr = 1.15cfs@ 11.%hrs,Volume=
Outflow = 1.15 cfs @ 11.95 hrs, Volurne=
Primary = 1.15 cfs @ 11.95 hrs, Volume=
0.045 af
0.045 af, Atten= 006, Lag= 9.2 r,n
0.M5 af
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,209.55' Storage= 25 cf
Plug-Flow detention time= 0.E min calculated for 0.045 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation SurfArea Perim.Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,209.29
8,209.69
00.00290 68.0 39
0
39
frimary OutFlow (Free Discharge)
L1=Orifice/Grate
L2=orifice/Grate
0
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Middle Greek Housing Type ll 24-hr Rainfall=2.40'- 100 Yr Event
Page 3Prepared by Peak Civil Engineering, lnc.
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Ap
# Routino lnvert Outlet Devices
i erlmary 8,209.29' 0.12x0.55'Horiz'Orifice/GrateX20.00 C=0.600
2 Devical 8,209.29' 2.75'x0'3SVertOrifice/Grate C=0.600
Reach 21221
2.00 cfs @ 11.95 hrs, Volume= 0.084 af
1 .95 cfs @ t t.SO hrs, Volume= 0.084 af, Atten= 2o/o, Lag= 0.8 min
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 3,5 fps, Min. Travel Time= 1.3 min
Avg. Veloci$ = 1.0 fps, Avg. Travel Time= 4'6 min
Peak Depth= 0.52'
Gapacity at bank full= 7.42 cfs
Inlet Invert= 8,204.89', Outlet Invert= 8,203.55'
18.0" Diameter Pipe n= 0.013 Lengrth= 268.5' Slope= 0.0050'/
lnflow =
Outflow =
2.5
2.8
120 0.0375 0.8
210 0.0050
Subcatchment 30: 30
Runoff = 2.39cis@ 12.C4hrs, Volume=0.128 al
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dF 0.01 hrs
Type ll 24-hr Rainfall=2.40"
Area (ac) CN DescriPtion
0.083 98 Paved Parking & roofs
0.678 98 Paved roads dcurbs & sewers
0.214 74 >75% Grass cover, Good, HSG C
0,975 93 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
6.7 40 0.2500 0.1 Sheet Floq LANDSCAPE
Woods: Ught underbrush n= 0.400 P2= 1.00"
Sheet Flow ASPHALT
n= 0.015 P2= 1.00"1.2 0.25 ChannelFlow,GURBAI'IDGUTTER
lnflow = 2.30cts@ 12.W hrs, Volume=
Outffow = 2.29ds@ 12.04 hrs, Volume=
Primary = 2.29cls@ 12.04 hrs, Volume=
2.7' r= 0.07' n= 0.015
Q.128 al
0.128 af , Atten= 0%, Lag= 9.3 t'n
0.128 al
12.0 370 Total
Pond 30P:30P
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Middle Creek Housing Type ll 24hr Rainfalts2.4l" - 10O Yr Event
Prqpqglby Peak Civil Engineering, lnc. page4
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19UlbO3
Peak Elev= 8,208.44' Storage= 45 cf
Plug-Flow detention time= 0.7 min calculated for 0.128 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.lnc,Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
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8,207.99
8.208,50
0 0.0300 65.0
0
51
0051 337
frimary OutFlow (Free Discharge)L1=Orifice/Grate
L2=orifice,/Grate
Invert
Primary 8,207.99'
Device 1 8.207.99'
0.12 x 0.55' Horiz. OrlflcdGrate X 20.00 C= 0.600
2.75 x 0.33'Vert Orifice/Grab C= 0.600
Reach 3l:31
f nflour = 3.82 cfs @ 1 1.98 hrs, Volume= 0.212 at
Outflow = 3.E2 cfs @ 11.99 hrs, Volume= 0.212a1, Atten= 006, Lag= 0.2 min
Routing by Stor-lnd method, f ime Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 4.2fp, Min. Travel Time= 0.3 min
Avg. Velocity = 1.2 fps, Avg. Travel Time= 0.9 min
Peak Depffi= 9.76'
Capacity at bank full= 7.44 cfs
Inlet Inverts 8,203.45', Outlet Invert= 8,203.10
18.0" Diameter Pipe n= 0.013 Length= 69.7' Slope= 0.0050 7
Subcatchment 40: 40
Runoff = 0.84 ds@ 12.11hrs, Volume= 0.054af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,0&20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.40"
ac) CN
0.272 98 Paved parking & roofs0.506 74 >75% Grass cover, Good, HSG C
0.778 82 Weighted Average
I
I Middle Greek Housing Type ll24hr Rainfall=2.40'- 100Yr Event
I Prepared by Peak Civil Engineering, Inc. Page 5
HvdroCADO 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
I Tc Length Slope Velocity Capacity Descriptionr (min) (feet) (fUft) (fUsec) (cfs)
17.4 125 0.0320 0,1 Sheet Flow, LANDSCAPE
I Grass: Short n= 0.150 P2= 1.00"t 0.1 85 0.4710 10.3 Shallow Concentrated Floq LATIDSCAPE
Grassed Watenray Kv= 15.0 fps
I 0.2 36 0.0100 3.1 6.24 Ghannel Floq GRASS DITCHI Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.030
17.7 246 Total
r Pond40P:40P
I Inflow = 0.84 ds @ 12.11hrs, Volume= 0.054 af
I Outflow = 0.&4 ds @ 12.11 hrs, Volume= 0.054 al Atten= 0%, Lag= 9.1 *'n
Primary = 0.84 ds @ 12.11 hrs, Volume= 0.054 af
I Routing by Stor-lnd method, Time Span= O.OO20.OO hrs, dt= 0.01 hrsI
Peak Elev= 8,206.81' Storage= 2 cf
I Plug-Flow detention time= 0.0 min calculated for 0.054 af (100% of inflow)
I Storage and wetted areas determined by lnegular seciions
r Elevation Surf.Area Perim. Inc.Store Gum.Store Wet.Area
t (feet) (sq-ft) (feet) (cubic-feet) (arbic-feet) (sq-ft)
8.206.8000.0000E,2oE.OO 555 250.0 222 222 4,976
II frimary OutFlow (Free Discharge)
L1=Orificey'Grate
I # Routinq Invert Outlet Devices1 Primary 8,206.80' 0.55'x0.12''Horiz.Orifice/GrateX24.00 C=0.600
I Reach 41= 41
I lnflow = 0.84 cfs @ 12.11 hrs, Volume= 0.054 af
t Outflow = 0.&4 ds @ 12.11 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.2 min
r Routing by Stor-lnd method, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
t Max. Velocity= 3.6 fps, Min. TravelTime= 0.2 minr Avg. Velocity = 1.4 fps, Avg. Travel Time= 0.5 min
I Peak Depth= 0.29'
I Capacity at bank full= 10.57 cfs
Inlet lnvert= 8,203.80', Outlet Invert= 8,203.33'r 18.0" Diameter Pipe n= 0.013 Length= 46.4' Slope= 0.0101 '/
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Middle Creek Housing Type ll 2*hr Rainfall=2.40" - 100 Yr Event
Prepared by Peak Civil Engineering, lnc. Page 6
HvdroCAD@ 6.00 Vn 002040 O 1986-2001 Applied Microcomputer Svstems 3/19/2003
Subcatchment 50: 50
Runoff = 6.56 cfs @ 12.18 hrs, Volume= 0.554 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.40"
Area (ac) CN Description
0.280 74 >757o Grass cover, Good, HSG C
14.516 73 Woods, Fair, HSG C
14.796 73 Weighted Average
Tc Length Slope Velocity Capacity Description(min) (feet) (ffi) (fUsecl (cfs)
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Sheet Floq WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shallow Concentrated Flow, WOODS
Unpaved Kv= 16.1 fps0.3 275 0.1090 16.0 2ffi.U Channel Flow, GRASS DITGH
Pond S{lP:50P
Inflorr = 6.82 ds @ 12.18hrs, Volume= 0.663 af
Outflow = 6.E0 cfs @ 12.19 hrs, Volume= 0.662 af, Atten= 0%, Lag= 9.7 r'n
Primary = 6.80 cfs @ 12.19 hrs, Volume= 0.662 af
Routing by Stor-lnd mEthod, Time Span= 0,0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,249.88' Storage= 265 cf
Plug-Florrr detention time= 1.5 min calculated for 0.662 af (100o/o of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area(feetl (s+ft) (feet) (cubicfeet) (cubic-feet) (sq-ft)
18.3 125 0.2000 0.1
3.9 2,085 0.3000 E.8
8,248.50
8,252.00
0 0.0575 95.0
0
671
00671 737
frimary OutFlow (Free Discharge)L1=cirlvert
# Routinq Invert Outlet Devices
1 Primary 8,248.50' 18.0" x 102.4 long Culvert RCP, end-section conforming to fill, Ke= 0.500
Outlet Inveri= 8,243.50' S= 0.0488'/ n= 0.013 Cc= 0.900
I
I Middle Greek Housing Type ll24hr Rainfall=2.40'- l1lYrEvent
I Prepared by Peak Civil Engineering, Inc. page 7
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomouter Svstems 3/19pb03
r Reach 5l:5{
- lnflow = 6.80 cfs @ 12.19 hrs, Volume= 0.662 af
I Outflow = 6.80 cfs @ 12.19 hrs, Volume= 0.662 af, Atten= 0%, Lag= 9.1 r'n
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrsI Max. Velocity= 11.5 fps, Min. TravelTime= 0.1 minI Avg. Velocity = 3.8 fps, Avg. Travel Time= 0.4 min
r Peak Depth= 0.55'
I Capacity at bank full= 23.49 cfsr Inlet lnvert= 8,248.50', Outlet Invert= 8,243.50'
18.0" Diameter Pipe n= 0.013 Length= 100.0' Slope= 0.0500'/
r Reach 51.5:51.5
I Inflorlrr = 6.80 ds @ 12.1ghrs, Volume= 0.662 afI Outflow = 6.80 cfs @ 12.19 hrs, Volume= 0.662 af, Atten= 0%, Lag= g.g r'n
I Routing by Stor-lnd method, Time Span= 0.0O20,00 hrs, dt= 0.01 hrs
I Max. Velocity= 24.0 fts, Min. TravelTime= 0,1 min
Avg. Velocity = 8.0 fps, Avg. Travel Time= 0.2 min
I Peak Depth= 0.33'r Capacity at bank full= 65.65 cfs
lnlet Invert= 8,243,00', Outlet Invert= 8.203.20,I 18.0" Diameter Pipe n= 0.013 Lengrth= 101.9, Slope= 0.3906,/I
Reach 52= 52
I Inflor = 7.52 c'fs @ 12.19 hrs, Volume= 0.716 afOutflow = 7.52 cfs @ 12.19 hrs, Volume= 0.716 af , Atten= 0%, Lag= g.g rln
I Routing by Stor-tnd method, Time Span= O.OtrZO.OO hrs, dt= 0.01 hrs
Max. Velocity= 10.5 fps, Min. Travel Time= 0.0 min
I
Avg. Velocity = 3.5 fps, Avg. TravelTime= 0.0 min
I Peak Depth= 0.64'
Capacity at bank full= 19.91 cfs
I lnlet Invert= 8,202.90', Outlet Invert= 8,202.53,
I 18.0" Diameter Pipe n= 0.013 Lengrth= 10.3' Slope= 0.0359 ?
Subcatchment 55: 55
T Runoff = 2.32 cfs @ 11.94 hrs, Volume= 0.108 af
I Runoff by SCS TR-20 method, UH=SCS, Time Span= O.OG2O.OO hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.40"
I
I
HvdroCAD@ 6.00 s/n 002040 @ '1986-2001 Applied Microcomputer Svstems 3i/192003
Area (ac) CN Description
0.633 98 Paved parking & roofs
Tc Length Slope Velocity Capacity Description(min) (feet) (ffi) (fUsec) (cfs)
3.3 150 0.0300 0.8 Sheet FloW
n= 0.015 P2= 1.00"
Reach 56: 56
Middle Grcek Housing
Prepared by Peak Civil Engineering, Inc.
Type Il 2t{-hr Rainfall=2.40' - 100 Yr Event
Page E
0.108 af
0.108 af, Atten= 0%, Lag= 9.9 r'n
lnflow =Outflow =
2.32 ds @ 11.S4hrs, Volume=
2.32cfs@ 11.94 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Subcatchment 60: 60
Runoff = 0.39 cfs @ 11.93 hrs, Volume=0.01E af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0S20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.40"
Paved roads dcurbs & sewers
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Tc Length Slope Velocity Description
2.2 63 0.0150 0.5 Sheet Floq ROADWAY
n= 0.015 P2= 1.00"0.6 43 0.0050 1.2 0.25 Channel FIow, GURB Al,lD GUTTER
Area= 0.2 sf Perim= 2.2 r= 0.07 n= 0.0152.8 106 Total
Pond 60P: 60P
Inflow = 0.39 cfs @ 11.93 hrs, Volume=
Outflow = 0.39 cfs @ 11.94 hrs, Volume=
Primary = 0.39 cfs @ 11.% hrs, Volume=
0.018 af
0.018 af, Atten= 0%, Lag= 9.3 r1n
0.018 af
0017 424
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,207.89' Storage= 10 cf
PlugFlorrt detention time= 1 .1 min calculated for 0.018 af (10Oo/o of inflow)
Storage and wetted areas determined by lrregular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
8,207.77
8,207.97
0 0.0250 73.0
0
17
Middle Creek Housing Type ll 24-hr Rainfall=2.40" - 100 Yr Event
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frepqred by Peak Civil Engineering, Inc.
lrimary OutFlow (Free Discharge)Ll=Orifice/Grate
t-2=Orificey'Grate
f Routins lnveqt Outlet Devices1 Primary 8,207.77' 0.12'x 0.S5' Horiz. Orifice/Grate X ZO.OO C= O6OO2 Device I 8,207.77' 2.75' x 0.iXl, Vert Orifice/Grate C= 0.600
Reach 61: 61
f nflow = 4.12 cfs @ 11.98 hrs, Volume=Outffow = 4.11 cfs @ 11.98 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.OS2O.OO hrs, dt= 0.01 hrs
Max. Velocity= 4.9 fps, Min. Travel Time= 0.6 min
Avg. Velocig = 1.4 fps, Avg. TravelTime= 1.9 min
Peak Depth= 0.72'
Capacity at bank full= 8.79 cfs
Inlet Invert= 8,203.00', Outlet Invert= 8,201.82'
18.0" Diameter Pipe n= 0.013 Length= 16g.2 Slope= 0.OOZO T
Subcatchment 70: 70
Runoff = 1.23cft@ 11.95hrs, Volume=0.04E af
Euno!{ !y 9C9 TR-20 method, UH=SCS, Time Span= O.OG20.OO hrs, dt= 0.01 hrs
Type ll 2&hr Rainfall=2.40" '
0.230 af
0.230 af, Atten= 0%, Lag= 9.4.,n
0.196
0.066
98
98
74
Paved roads Wcurbs &sewers
Paved parking & roofs
0.572 85
Tc Length
>75% Grass cover
Weighted Average
S!-oqe Velocrty Capacity Description
2.4
't.2
3.6
73 0.0150
140 0.0120
0,5
1.9
Sheet Flou ROADWAY
n= 0.015 P2= 1.00"
0.38 Channel Flow, CURB Al,lD GUTTER
213 Total
1.23 cfs @ 11.95 hrs,
1.23 cfs @ 11.95 hrs,
1.23 cfs @ 11.95 hrs,
.07' n= 0.015
0.048 af
0.M8 af, Atten= 0%, Lag= 9.1 r'n
0.048 af
Pond 70P:70P
lnflow =Outflow =Primary =
Volume=
Volume=
Volume=
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=2.40" - 1@ yr Event
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,206.80' Storage= 13 cf
Plug-Flow detention time= 0.4 min calculated for 0.M8 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
(feet) (sq-ft) (feet) (cubiofeet) (cubic-tuet) (sq-ft)E,206.5300.00008,206.73 145 5s.0 10 10 241
lrimary OutFlow (Free Discharge)Ll=Orifice/Grate
L2=Orifice/Grate
# Routing lnvert Outlet Devices1 Primary 8,206.53' 0.1? x 0.55 Horiz. Orlfice/Grate X 20.00 C= 0.6002 Device 1 8,206.53' 2.75'x 0.iXl'Vert Oriftce/Grate C= 0.600
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 6.7 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 2.5 fps, Avg. TravelTime= 0.6 min
Peak Depth= 1.10'
Capacity at bank full= 10.53 cfs
lnfet fnverts 8,201.72', Outlet Invert= 8,200.89'
1E.0" Diameter Pipe n= 0.013 Lengrth= g!.9' gl6pE= 0.0100 T
Subcatchment 80: 80
Runoff = '|'.226s@ 12.O2hrs, Volume=0.062 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24hr Rainfall=2.40"
Reach 71271
9.39 cfs @ 11.99 hrs, Volume= 0.994 af
9.39 c{s @ 11.99 hrs, Volume= 0.994 al Atten= 0%, Lag= 9.2 r'n
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lnflow =Outfloll =
Woods, Fair, HSG C73
74
73
Middle Creek Housing Type ll 24hr Rainfall=2.40'- 100 Yr Event
frgnqredby Peak Civil Engineering, Inc, page 11
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/1g12003
Tc Length Slope Velocity Capacig Descriptionmin) (fee0 (ft/ft) (fUsec) (cfs)
Woodland Kv= 5.0 fps9.1 480 Total
Pond 80P:80P
7.0 50 0.3500 0.1
2.1 430 0.4850 3.5
Sheet Flow, WOODS
Woods: Light underbrush n= 0.400 P2= 1.00"
Shallow Concentrated FloW WOODS/LAI,|DSCAPE
0.136 af
0.136 al Atten= 17o, Lag= 9.6 r'n
0.136 af
Inflow = 2.66 cfs @ 11.96 hrs, Volume=
Outflow = 2.63 cfs @ 11.97 hrs, Volume=
Primary = 2.63 cfs @ 11.97 hrs, Volume=
Routing by Stor-lnd method, Time Span= 0.@20.00 hrs, dt= 0.01 hrs
Peak Elev= 8,205.91' Storage= 71 cf
Plug-Florv detention time= 0.8 min calculated for 0.136 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim.lnc.Store Cum.Store Wet.Area
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8,205.38
8,205.91
048
0
71
0
71
0 0.0400 75.0
lrimary OutFlow (Free Discharge)L1=Orificey'Grate
L2=Orifice/Grate
Pdmary
Device 1
8,205.38'
8,205.38',
0.12'x 0.55' Horiz. Orifice/Grate X 20.00 C= 0.600
2.75'x 0.33'Vert OrificelGrate C= 0.600
lnflow =Outflow =
Reach 8l:81
1.22cts@ 12.02 hrs, Volume= 0.062af
1.22ds @ 12.02 hrs, Volume= 0.062 af, Atten= 0%, Lag= g.g rn'n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
lnflow =Outflow =
Reach 82:82
1 1 .98 cfs @ 1 1 .98 hrs, Volums= 1.129 af
11.98cfs@ 11.98hrs, Volume= 1j29af, Atten=0%, Lag= g.gr,n
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Max. Velocity= 9.4 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 3.3 fps, Avg. Travel Time= 0.1 min
Middle Creek Housing Type ll24hr Rainfall=2.40, - 100yr Event
Prepared by Peak Civil ineering, Inc.
I
Peak Deplh= 1.02'
Capacity at bank full= 14.86 cfs
lnlEt Invert= 8,200.79', Outlet lnvert= 8,200.01'
18.0" Diameter Pipe n= 0.013 Length= 't4.0' Slope= 0.0200'/
Reach 83:83
Inflow = 1 1.98 cfs @ 1 1.98 hrs, Volume=
Outflow = 11.94 cfs @ 11.99 hrs, Volume=
Page 12
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1.129 at
1128af, Atten= 0%,Lag= 9.6 t'n
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Max. Velocity= 10.0 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 3.5 fps, Avg. Travel Time= 1.9 min
Peak Depth= 0.96'
Capacity at bank tull= 16.17 cfs
lnlet lnvert= 8,199.40', Outlet Inverts 8,190.10'
18.0" Diarneter Pipe n= 0.013 Length= 392J, Slope= O.O2g7,l
Subcatchment 85: 85
Runoff = 1.84.cfs@ 11.%hrs, Volume=0.074 al
Euno{ ry 9CS TR-20 method, UH=SCS, Time Span= O.OG2O.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfrall=2.40"
Area
0.47
0.217
Paved parking & roofs
0.64f 90 Weighted Average
Length Slope Velocity Capacity Desuiption
92
245
0.0250
0.0570
0.6
4.2
Tc
]D
2.4
1.0
Sheet Flow, PARKING
n= 0.015 P2= 1.00'
0.83 Channel Flow, GURB Al,lD GUTTER
Subcatchment 90: 90
Runoff = 0.84 cfs @ 11.93 hrs, Volume=0.030 af
funoff !y SCS TR-20 method, UH=SCS, Time Span= 0.0G20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.40"
Middle Creek Housing
frepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfall=2.40'- 100 Yr Event
Page 13
6.00 s/n 002040 O 1986-
0.337
0.276
CN
70
74
98
(a
Woods, Good, HSG C
>75% Grass cover, Good, HSG C
078
0.691 Weighted Average
Tc Length Sf9p" Velocity Capacity Description
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Woodland Kv= 5.0 fps0.1 190 0.1895 31.8 1,0.t6.37 Channet Ftow, GRASS DTTCH
1.6 480 Total
min
0.6 100
0.9 190 0.5360 3.7
0.84 cfs @ 11.93 hrs, Volume=
0.81 cfs @ 11.94 hrs, Votume=
0.81 cfs @ 11.94 hrs, Votume=
Sheet Flow, WOODS
Smooth surfaces n= 0.01 1 P2= 1.00"
Shallow Concentrated Flow WOODS
Pond 90P: 90P
Inflow =Outflow =Primary =
0.030 af
0.030 al Atten= 4olo, Lag= 9,6 r'n
0.030 af
Routing by Stor-lnd method, Time Span= 0.OS20.OO hrs, dt= 0.01 hrs
Peak Efev= 8,245.46' Storage= 71 cf
Pf ug-Flow detention time= 4.9 min calculated for 0.030 at (ggo/o of inflow)
Storage and wetted areas determined by Inegular sections
Elevation Surf.Area Perim.Inc,Store Cum.Store Wet.Area
8,245.00
8.248.50
Primarv OutFlowL1=cirlvert (Free Discharge)
0
528
0
537
0
537
0
460
0.0
80.0
Primary
Inflow =Outflow =
8'245.00' '12.0" x 106.5'-lo-ng culvert RCp, end-section conforminglo ntt, 11E= g59g
Outlet Invert= 8,239.50' S= 0.0516,/ n= 0.013 Cc= 0.gb0
Reach 91: 91
0.81 cfs @ 11.94 hrs, Volume= 0.030 af
0.81 cfs @ 11.94 hrs, Volume= 0.030 af, Atten= 0%, Lag= 9.2 ,tn
Routing by Stor-lnd method, Time Span= O.OO-2O.OO hrs, dt= 0.01 hrs
Max. Velocity= 6.6 fps, Min. Travel Time= 0.3 min
Avg, Velocig = 2.4 fps, Avg. Travel Time= 0.7 min
Middle Grcek Housing
Prepared by Peak Civil Engineering, Inc.
Type Il24hr Rainfall=2.40'- 100 Yr Event
Peak Depth= 0.21'
Capacity at bank full= 8.10 cfs
Inlet lnvert= 8,245.00', Outlet Invert= 8,239.50'
12.0" Diameter Pipe n= 0.013 Lengttr= 106.5' Slope= 0.0516 T
Subcatchment 100: 100
Runoff = 1.15 cfs @ 1 1 .93 hrs, Volume=0.O49 af
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Type ll 24-hr Rainfall=2.40"
ac) CN0.u4 74 >75% Grass cover, Good, HSG C
&
95 Weighted Average
Tc Length Slope Capacity Dsscription
10s 0.0367 0.8 Sheet Floq PARKING
n= 0.015 P2= 1.00"0.4 90 0.0440 3.7 0.73 Channel Florl, GURB AllD GUTTER
Pond {00P: lfilP
lnflow = 1.15 cfs @ 11.93 hrs, Voiume= 0.O49 af
Outflow = 1.15 cfs @ 11.93 hrs, Volume= 0.04g af, Atten= 0%, Lag= g.g r,nPrimary = 1.15 cfs @ 11.93 hrs, Volume= 0.049 af
Routing by Stor-lnd method, Time Span= 0.0G20.00 hrs, dF 0.01 hrs
Peak Elev= 8,242.79 Storage= 1 cf
Plug-Flout detention time= 0.0 min calculated for 0.049 af (100% of inflow)
Storage and wetted areas determined by lnegular sections
Elevation Surf.Area Perim,Inc.Store Cum.Store Wet.Area(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
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8,242.70
8,243.00
0 0.0100 50.0
0
10
0
10
lrimary OutFlow (Free Discharge)
t-1=Office/GrateL2=Orifice/Grate
Primary
Primary
8,242.7}',
8,242.7}',
Outlet Devices
0.12'x 0.55' Horiz Orifice/Grate X 20.00 C= 0.600
2.75'x 0.33 Vert Orifice/Grate C= 0.600
0
199
t
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Middfe 9f"! Housing Type tl 2*hr Rainfal=2.4ln - 100 yr Eventltgptt:lly P_eak civil Fjq'lg9lilg, !n...HvdroCAD@ 6.00 s/n 002040 6 1986-2601 Applied Microcomputer Svstems 3/19/2003
Reach 101: {01
Inflow = 1.96 cfs @ 11.94 hrs, Volume=Outffow = 1.94 cis @ tt.s+ hrsi Volume=
0.079 af
0.079 af, Atten= 1%, Lag= 9.4 rn'n
flouti1g byStor-lnd method, Time Span= 0.0&2O.OO hrs, dt= 0.01 hrs
Max. Velocity= 8.6 fps, Min. TravelTime= 0.S min
Avg. Velocity = 2,4 fps, Avg. Travel Time= 1.7 min
Peak Depth= 0.33'
Capacity at bank full= 8.21 cfs
f nf el I nvert= 8, 239. 00', Oufl et lnverF 8,Z2S.SO,
12,0" Diameter Pipe n= 0.013 Length= 2&4.4, Slope= 0.0531 ,/
Subcatchment 110: 110
Runoff = 1.14 cfs @ 11.93 hrs, Volume=0.051 af
Runoff by scs rR-20 method, UH=scs, Time span= 0.0G,20.00 hrs, dt= 0.01 hrsType ll 24-hr Rainfall=2.40''
2.7'r=0.07'n=0.
Pond 110P: 110P
0.051 af
0.051 af, Atten= 0%, Lag= 9.1 r'n
0.051 af
Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area
Are? (ac) CN Description
0.015 74 >7S% Grass c
9.?96 98 paved parkins & roofs
0.31 1 97 Weighted Average
. Ig Le.letlr SLgpg Velocity Capacity Description(min) (feeO (fiifrt (""*t ,t t1.8 95 0.0520
0,s 2zo o.o5oo 3.s o.7s .ffit#F,"i:t[3$'*o currER
315 Total
fnflow = 1.14cfs@ 11.93hrs, Volume=Outffow = 1.14 cfs @ 11.93 hrs, Volume=Primary = 1.14cts@ tt.SShrs, Volume=
Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.01 hrs
Peak Efev= 8,229.75' Storage= g cf
Plug-Flow detention time= 0.3 min calculated for 0.051 al (1ooo/o of inflow)Storage and wefted areas determined by Inegular sections
8,229.50
8,229.80
0
100
0.0
50.0
0
199
0
10
0
10
Middle Creek Housing Type Il 24hr Rainfall=2.40" - 100Yr Event
Prepqred by Peak Civil Engineering, Inc. page 16
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
lrimary OutFlow (Free Discharge)L1=Orifice/Grate
L2=Orifice/Grate
# Routino Invert Outlet Devices1 Primary 8,229.50' 0.12'x 0.55' Horiz. Odfice/Grate X 20.(X1 C= 0.6002 Device 1 8,229,50' 2.75'x 0.33'Vert Orifice/Grate C= 0.600
Reach 111= 111
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Inflow = 3.07 cfs @ 11.94 hrs, Volume=
Outflow = 3.07 cfs @ 11.% hrs, Volume=
0.129 aI
0.129 af , Aften= 0%, Lag= 9.1 r'n
Routing by Stor-lnd method, Time Span= 0.0G'20.00 hrs, dt= 0.01 hrs
Max. Velocity= 12.4fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.5 fps, Avg. Travel Time= 0.4 min
Peak Depth= 0.35'
Capacity at bank full= 11.50 cfs
fnlet lnvert= 8,224.33', Outlet Invert= 8,216.00'
12.0" Diameter Pipe n= 0.013 Length= 80,0' Slope= 0.1M'l'f
Middle Creek Housing Type ll 24hr Rainfall=2.40'- 100 Yr Event
Prepared by Peak Civil Engineering, Inc. Page 17
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/198003
Reach 11211
Hydrograph Plot
Reach 212 21
Hydrcgraph Plot
eo
'C'ii
Middle Creek Housing Type ll 24hr RainfalF2.41'- 100 Yr Event
Prgpqred by Peak Civil Engineering, Inc. page 18
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19D003
Reach 31: 31
Hydrograph Plot
8910 11 12 13
nme (houE)
Reach 41:41
0.1
0.1
8 910 11 12
Tlme (hours)
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o
!ott
7
4
0.7
U.
0.6
o.4
0.
Hydrograph Plot
Middle Creek Housing Type ll 24-hr Rainfall=2.40'- 100 Yr Event
frqpqrg_d by Peak Civil Engineering, Inc. page 19
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 5l:51
Hydrograph Plot
E 910 11 12 11
TImo (hours)
Reach 51,5: 51.5
Hydrograph Plot
.E
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3o
E
9 10 11
lime (hours)
12 13 14 15 16 17 18 19 20
Middle Creek Housing
Prepared by Peak Civil Engineering, Inc.
Type ll 24hr Rainfalts2.4l'- 100 Yr Event
Page 20
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HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
78910 11 12 13 14 15 16 17 lE1920
Tlme (houEl
Reach 56: 56
Hydrograph Plot
o
o
Iotr
8 9 10 'tl 12
Time (hours)
Reach 52:52
Hydrograph Plot
13 14 15 15 17 1E 19 20
Middle Greek Housing
lp1:!ly P-eak Civit Engineering, Inc.
Type ll 24-hr Rainfalt=2.40, - 100 yr Event
,2(,
Iotr
Reach 61: Ol
Hydrograph Plot
8910 11 12
Tlme (houe)
Reach 71=71
Hydrograph Plot
E 910 11 tz
19181716'1513
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a(,
G'
E
Tlme (hours)
Middle Creek Housing Type ll24hr Rainfalle2.4l'- 100Yr Event
Prepared by Peak Civil Engineering, Inc. Page22
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19f2003
Reach 822 82
Hydrograph Plot
Reach 81: 81
Hydrograph Plot
12 13 14 15 16 17 18 19 20
Middle Creek Housing
frgnqred by Peak Civil Engineering, Inc,
Type ll 24hr Rainfall=2.40'- 100 yr Event
Page23
Reach 83:83
Hydrograph Plot
.o
a,
otr
Reach 9{: 91
Hydrograph Plot
Middle Creek Housing Type ll 24hr RainfalF2.41" - 100 Yr Event
frgpqrg!_by Peak Civil Engineering, Inc. page24
HvdroCAD@ 6.00 s/n 002040 @ 1986-2001 Applied Microcomputer Svstems 3/19/2003
Reach 101: 101
Hydrograph Plot
67
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g
o
I:Ilt
8910 11 12 13
Tlme (hourr)
Reach 111:111
Hydrcgraph Plot
8910 11 '12
Time (hours)
14 15 16 17 18 19
ti
o
tolt
i"
:
:
:
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.l
l.l
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1918171615t?
\
Appendii H
Drainage Details
-/
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13 Curb Grota
lf A Riser 13 Rcquired Th! Bosr lB
Pourad Wrth A ShiP-LoP Joint
2 Ton P-52
SL
21' x 24' x 31 Knockout X 50 X 3' Knockout
(Typlcol Opposltc (Iyplcol Oppositc Sidc)
ttlrlro-lnl
ltl[ill0t | |
I t[[[[[il | |
l|!ru!lu I
n"fiil'. :HB';8n'#'o
600 lbr.
NO: 72o135o
SINGLE CURB
'NIET
PROJECTNAME:
MIDDLE CREEK
AFFORDABLE HOUSING
DATE: 3-2003
SCALE: N/A
PROJECTNo.: 1039
TYPE 13 CURB INLET
FIGURENo.: DlFEAI( I.A}O COiRLTANIq 1€.
PEAK CIVL EIFIEERI{O, TG.g,,o{0{4l Flx9o+t{l
GDLEta!FoELcF Y&COIE
o
It,
.=x=g
?b
')i;
FrontVlew
Frome With Type
16 Grotc
Stsp3 O12- O.C.
2 Ton P-52
SL Anchors
Number Rcq'd Voriea
"x30"x3'
Knockout (Typicol
Opposite Side)
'x 24'X 3'
Knockout (Typicol
Opposlte Side)
Plan Meu/
(F&c Not Shown For Clority)
Slde View
FAtffirt{tt6t v&cotF
PROJECTNAME:
MIDDLE CREEK
AIIFORDABLE HOUSING
DATE: 3-2003SCALE: NiA
PROJECTNo.: 1039 FIGURENo: D2
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$orr*. r,t n'
fifiFOn {E ' DMEton
Elerratlon Vl6w
lcc.a Op.tJr{.
sANp/otL SEPARATOR
PROJECTNAME:TITLE:
MIDDLE CREEK
AIIFORDABLE HOUSING
DATE: 3-2003SCALE: NiA
PROJECTNo.: 1039
SAND OIL SEPARATOR
Plan vlew
ialof{ c Prcfl'v IODE Nq riA.?'UAIER OEPIH
Dtu !c'BT t.DIT ?Dtr' ?hE6tfi
&t0 aas-so d-0't-{|t-f y-o'{-r0'7.53!
500 |ltJ-50 14'1r'-d /4 t-f v-d t-to'lt.Gtl
EO 4ll{-{O {-{'tl'-d /-c /-t c4 t-ro't+0:I
1m {tG,50 d-0'tr'-d t-f t-t a'-d tlJSt
t250 attS-!o {-d '-O'14'1'-t 5'{'J-10'Itr,ttt
1lo0 a FSo {-f '{t't-o'g-t d-o'5-to'tl,t!t
ttoo dtG{t 14 1r'-d f{5.-t'd4 t-{.2qctl
200 a t-{o 14 I t'-o'd-o't-t 7-o'6'-rf 21J5r
&al|.o 6'-f tz-6-14 t'-f d-0'5'-rd 2/+.5i!D
so at2t-o d-{'rt4't-t'3-d 7-4'd-lo'zr,e
3600 Itr-t!I t'-o'12'-0-J'-t'l'-10f 3'-0'{-ro'n,&n
50m flttH 11'-0't7'-0'3'-!'t-ro'6'-0'4'-10'5r,7D,2
!66 t .a I t'-0''t7-o',+'-0'1-t 5'-9't-1'l .to,93t
tos l||5-{0 I t'-o'tt'-o'14 1-t 5'-9't-f 4,1lf2
7m0 ll,,'{I r'-o't-t ,l'-0'1-2'5'-f ,t-ld ,15,6l:!
!o00 fitt-sD 't i'-o't4'a'-E'6'-er g'-7'49.700
3000 tlso 2l-0.f4 f-t 5'-o'3'-7'51,45t
t0@o fl+9 rt'-f 29'4 ,a -e'J-d 5'-o'5'-7"cl,94e
@O t1DS0 tl'-d 5a'-f 4'-o'l-2'3{'a'-f m,c2
FEAI( |.TD COig,LTANTE. Nc.
FEAK CTVL ETGIEE q it'
dO{Ct'}* F^ISDiG{C
ELTnIEOEI.€I YA.CO'F
FIGURENo.: D3
Sepp Oru AprE€ce{o?- A lfr.rugr Srzrs c, Cxuc.
Des r 6N FLor^l = L.5 c$s ( z- Ye Et esr)
tmp#1. txt
uanning e'ipe calculator
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Given Input Data:
shape .solving for ..
D'r ameter
F'l owrate
slope .
Manning's n ....
Computed Results:
Depth .
wetted Area .
ci rcu'l ar
oepth of p'low
0.8333 ft
2.5000 cfs
0.0060 ftlft
0.0090
0.5990 ft
0.5454 ft2
0. 4885
1.9294
2.6L79
5. 1182
0.2532
83.8831
2.4512
4.4945
0.7434
0.0043
4.5872
0.5450
1.9625
0.2777
0.8333
1.0903
1.1152
1.2316
supercri ti ca1
Area.
wetted Perimeter
Peri meter
ve'l oci tvtvdrau'lic nadius
P-e rcent Fu] 'l .
ru'l I f'low F'lowrate
rul I fl ow ve'l oci ty
'. critical rnformation
cri ti ca'l depth .critical s'lbpe.critica'l ve'locitvcritica] area,,:,....critical perimeter
cri ti ca'l hydrau'l i c radi uscritica'l top widthSpecific enbrgy
Mlnlmum energy
Froude number
P'low condition ..
ft2ftft
tP.ft
%
cfs
fps
ftIt/ttrps
ft.2ftftftftft
Page 1
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Appendix I
Stonn Sewer Plan