HomeMy WebLinkAboutVAIL VILLAGE FILING 5 BLOCK 5A LOT P3 B04-0018 DRAINAGE REPORT LEGALVa,JU*\F\S Bt*,a54 tJtPS . Bo{-oors ryD'1''r
FINAL DRAINAGE REPORT
FOR
VAIL'S FRONT DOOR
P3&JPARK&GARAGE
VAIL. COLORADO
Prepared For:
Vail Resorts Development Company
Post Office Box 959
Avon, Colorado 81620
Prepared By:
Peak Civil Engineering, Inc.
1000 Lion's Ridge Loop
Vail, Colorado 81657
Novanber, 2003
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PEAK LAND CONSULTAwTS, lltlc. e7o4764644 . Frx 97o-476-a6t6. i ooo LroN s R|DGE Loop . vAr- co 816s7
PEAK tAND SURVEYING. lNC. / PEAK CIVIL ENGINEERING- lNC. e7o.726-3232 . FAx e7o 726-4343 . 78436 us Hwy 40. po. Box | 680 . wrNrER PARK. co 80482
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II.
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TABLE OF CONTENTS
SITE VICINITY MAP ............"'V1
GENERAL LOCATION AND DESCRIPTION .............."]
IV. HYDROLOGIC ANALYSIS ............... ...........'...........1
A. DevelopmentofBasicDataandConstraints ......"""""1
B. Drainage Basin Description ........... """"2
C. HydrologicData........ ".'"'3
D. RunoffCalculationResultTables ...........'3
E. Groundwater ....'......""""'4
V. DRAINAGE FACILITY DESIGN .......'"..."4
A. GensralConcept ..""""""'4
B. Hydraulic Calculations and Data ..""""""5
C. WaterQualityDesignandlmprovements..'........ """"'5
D. ConstructionStormwaterQualityCriteria'...........'."""5
u. coNcLUSroNS............ .......6
VU. APPENDIX A _ HYDROLOGIC CALCULATIONS
- Rational Method RunoffCalculations
- Town of Vail master Drainage Study Basin GCl Calculations
- Table RO-5 RunoffCoefficient, C
- Town of Vail IDF Curve
VIII. APPENDIX B _ HYDRAULIC CALCULATIONS
- Curb and Gutter/Street Capacify Calculations
- Inlet Capacity Calculations
- Storm Sewer Capacity Calculations
- Sand/Oil Separator Details
IX. APPENDIX C _ PLAN SHHETS
- Pre-Development Drainage Basin Plan
- Post-Development Drainage Basin Plan
- Drainaee Plan
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II. GENERAL LOCATION AND DESCRIPTION
A. LOCATION
The proposed P3 & J Park and Garage is located on portions of Lot P-3 and a Part
of Lot J, Block 5A, Vail Village, First Filing. The site is located south of Hanson
Ranch Road and north of Gore Creek Drive in Vail Village, Town of Vail,
Colorado.
B. DESCRIPTION OF PROJECT AND SITE
The total area that will be affected by development, including streetscape
renovations, is approximately 0.8 acres. The existing site consists ofan asphalt
parking area with small amounts of grass along its outside. The site is surrounded
by the Villa Valhalla Condominiums to the east, Hanson Ranch Road to the south,
the north/south road known as "the Chute" to the west, and Gore Creek Drive to
the North.
The proposed development consists of a below grade parking garage with a park
and at-grade parking to be located on top ofthe garuge Streetscape
improvements consisting of curb and gutter, a storm sewer system, and heated
walkways are proposed for the roads adjacent to the site. The existing site
conveys drainage to Gore Creek at the north and to Mill Creek at the west of the
project. The proposed development will alter drainage pattems slightly, as all site
drainage will be conveyed directly through the 18" pipe that outlets to Gore
Creek. The slight alteration to existing drainage pattems should pose minimal
impact to the overall watershed due to the sites proximity to Gore Creek. The
attached sheets Dl and D2 show the pre- and post-development site plans
III. PURPOSE OF TIIE STUDY
The purpose ofthis report is to analyze the existing hydrologic conditions ofthe
site and the potential impacts that development may have. The results of the
hydrologic analysis were used to size and design drainage structures on the site
and the sunounding streetscape improvements.
IV. HYDROLOGIC ANALYSIS _ PEAK FLOW DETERMINATION
A. DEVELOPMENT OF BASIC DATA AND CONSTRAINTS
Neither the existing nor the proposed improvements to the site present any
substantial constraints in terms of addressing storm drainage. Considering the
relatively smal1 watershed area that required utalyzing, the rational method was
used to perform stormwaterrunoff calculations. The 2,5,10,25,50, and 100-
year storm frequencies were analyzed for both pre-development and post-
development conditions.
November 2003 P-3 & J Park and Garage
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B. DRAiNAGE BASIN DESCRIPTIOT',,\
In order lo analyze the hydraulic capacities ofproposed drainage structures the
site was divided into two on-site drainage basins. The Town of Vail Streetscape
project being designed concurrently with this project, calls for one off-site
drainage basin to be routed through this projects proposed storm sewer collection
system. Additionally, Basin GCI as delineated in the Town of Vail Master
Drainage study prepared by Muller Engineering conveys stromwater runoff to the
same outlet location that the P3 & J drainage basins outlet to. Therefore, two off-
site basins were analyzed to determine peak flow during runoff. Drainage basins
were analyzed for both pre and post-development conditions to determine if
development would cause any substantial increases in watershed runoff. Sheets
D1 and D2 show the location and delineation of the three drainage basins.
Basin Bl, located to the south of the site, is the off-site basin that the Town of
Vail Streetscape drainage plan has indicated wiil run through this projects storm
sewer system. Basin B1 is 0.550 acres in size and consists of the developed area
south of the site. Since no additional development is proposed in this basin an
analysis was only performed for the pre-development conditions. Existing runoff
from this basin travels to Hanson Ranch Road and is conveyed along the existing
curb and gutter system and ultimately to Mill Creek. The site development calls
for an inlet(Inlet 1) to be installed at the northwestern comer of this basin. Runoff
collected in this inlet wiil be conveyed through the proposed storm sewer system
and ultimately to Gore Creek.
Basin 82 is located on the eastem portion of the site and is 0.216 acres in size.
The pre-development conditions ofthis basin consist ofan asphalt parking lot and
surrounding iandscaped areas in poor condition. The development of this basin
will consist ofa portion ofthe parking garage with an at-gtade concrete parking
lot located on top. Existing runoff from this basin is collected at an existing inlet
and travels through the existing 18" storm sewer where it is conveyed directly to
Gore Creek. The existing drainage pattern of this basin will not be altered with
the project development. Runoff will be collected by a trench drain at the north
end of the parking lot and conveyed to the existing 1 8" storm sewer. Basin 82 is
part of the larger drainage basin GC I , that has been analyzed in the Muller
Engineering - Town of Vail Master Drainage Study. Increases in peak flow
runoff from Basin 82 will be added to the runoff flows calculated for basin GCl
in the Town of Vail Master Drainage Study.
Basin 83 is located on the western portion of the site and is 0.508 acres in size.
The pre-development conditions ofthis basin consist ofan asphalt parking lot. the
Chute, a sma1l amount of roof area, and landscaping ranging fiom poor to good
condition. The development of this basin will consist of a portion of the parking
garage with a landscaped park on top, the realignment of the Chute, landscaping
improvernents, and streetscape renovations. The existing drainage pattern of this
basin conveys drainage to the northwest and ultimately to Mill Creek. The
proposed development calls for the installation of a storm sewer collection system
November 2003 P-3 & J Park and Garage
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w'hich will convey runoff to the northeast and ultimately discharge into the
existing 18" storm sewer w'hich outlets directly to Gore Creek.
All three drainage basins. as u'ell as the Master Drainage Study Basin GCl, will
convey runoff to the existing 18" storm sewer which outlets directly to Gore
Creek. The overall change in existing drainage pattems will have minimal impact
on the overall watershed due to the relatively small size of the basins and their
proximity to Gore Creek.
C. HYDROLOGICDATA
Peak runoff flow rates were calculated using the rational method. Due to the
relatively small size of the drainage basins a time of concentration equal to five(5)
minutes was used for all basins. Rainfall intensity was calculated using the Town
of Vail Rainfall Intensify-Duration Curve which is attached in the appendix.
Runoff Coefficients were obtained by using Table RO-5 from the Urban Storm
Drainage Criteria Manual and each basins respective impervious area.
D. RI-'NOFF CALCULATION RESULTS
The following tables illustrate the pre- and post-development runoff values:
BASIN BI
Frequency
(vr)
Pre-Development
Runoff
(cfs)
Post-Development
Runoff
(cfs)
Change in Runoff
Due to Development
(cfs)
2 0.92
5 1.35
10 1.66
25 2.22
50 2.6r
100 3.01
BASIN 82
Frequency
(yr)
Pre-Development
Runoff
(cfs)
Post-Development
Runoff
(cfs)
Change in Runoff
Due to Development
(cfs)
2 0.27 0.40 +0.13
5 0.41 0.58 +0.17
10 0.51 0.72 +0.21
25 0.65 0.87 +0.22
50 0.77 t.02 +0.25
100 0.91 . 1.18 +0.27
November 2003 P-3 & J Park and Garage
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BASIN 83
Frequency
(i'r)
Pre-Development
Runoff
(cfs)
Post-Development
Runoff
(cfs)
Change in Runoff
Due to Development
(cfs)
2 0.70 0.85 +0.15
5 1.04 t.zn +0.20
10 1.30 t.54 +0.:4
25 1.64 1.90 +0.26
50 i.96 z -23 +0.27
100 2.29 2.58 +0.29
The increase in runoff for basin GC I from the Town of Vail Master Drainage
study can be obtained by using the Change in Runof Due to Development column
in the Basin B.2lable and adding this value to flows calculated for GCl. Existing
runoff values for Basin GCI as calculated in the Town of Vail Master Drainage
Study are 5.9 cfs for the 25-year event and 8.0 cfs for the 100-year event. A11
supporting hydrologic calculations and figures have been included in the
appendix.
E. GROUNDWATER
Groundwater tests performed on site by Jehn Water Consultants indicate that
there is a high water table. Therefore, a considerable groundwater dewatering
system will need to be implemented for both construction and permanent
dewatering. Jehn Water Consultants has prepared a model that estimates
groundwater flow quantities for both construction dewatering and permanent
dewatering systems. They have estimated that the construction dewatering
system will convey a flow of 2800-3350 gpm (6.23-7.46cfs) and the permanent
dewatering sytem will convey a maximum flow of 2 I 00-2450 pm (4.65-5.46
cfs). These flows will be conveyed to the existing 18" storm sewer that outlets
directly to Gore Creek. Hydraulic computations for the storm sewer system have
taken into account the additional flow presented by the dewatering system. 7.46
cfs, the largest flow presented by the dewatering system, was added to stormwater
runoff flows where applicable.
V. DRAINAGE FACILITY DESIGN
A. GENERALCONCEPT
A collection system consisting ofcurb and gutter, inlets, and storm sewer is
proposed to coilect runoff from the drainage basins. All surface water collected
by the storm sewer system will be treated with a sand-oil separator to remove
sediments and hydrocarbons. The proposed collection system will improve on
existing stormwater runoff by removing the runoff from the surface and adding
rvater quality features. Cunently. there are no stofln sewer or water quality
strucfures in place around the site.
November 200i P-3 & J Park and Garage
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B. HYDRAULIC CALCULATIONS AND DATA
Per Town of Vail regulations, all inlets were designed to collect the stormwater
from the 1O-year event and all storm sewer pipes were designed to convey
stormwater from the 50-year event.
Inlet I collects stormwater from Basin B 1 and has a collection capacity of I .l
cfs. The 1O-year event for this basin is I.6 cfs, therefore 0.5 cfs will bypass this
inlet. This bypassed flow has been accounted for in the Town of Vail Streetscape
Drainage Plan being prepared by Muller Engineering.
Inlets 2, 3, 4, and 5 collect stormwater from Basin 83. Since all 4 inlets collects
stomwater from similariy sized areas, runoff was assumed to be split evenly
between these inlets. All 4 inlets can adequately collect stormwater from the 10-
year event. Inlet capacity calculations are shown in the appendix.
Storm sewer pipes were designed to adequately handle runoff from the 50-year
event. The storm sewer collection system ties into the 18" storm sewer northwest
of the site that runs from the existing manhole in Gore Creek Drive to Gore
Creek. Capacity calculations were completed for this 18" storm sewer to ensure
that the 5O-year event as well as any additional flow from dewatering operations
could adequately be conveyed. Runofffrom Basin GCI was also taken into
account when analyzing the existing storm sewer. Data from the 50-year event
was not available for basin GCl, therefore the 100-year event was used in
analyzing the storm sewer capacity. Storm sewer capacity calculations are shown
in the appendix.
C. WATER OUALITY DESIGN AND IMPROVEMENTS
A water quality system was designed to promote the removal of sediment and
hydrocarbons from the stormwater runoff Currently there are no water quality
features to treat runoff from the site, theretbre the proposed system will greatiy
improve runoff water quality.
Per Town of Vail Standards, all inlets have been designed with a 1.5' sump below
the storm sewer outlet elevations. This sump will promote sedimentation of
stormwater before it is discharged. Additionally, a sand oil interceptor has been
designed to remove oils and sediment fiom runoff. Groundwater liom dewatering
operations will bypass the sand oil interceptor and discharge directly to the
existing 18" storm sewer.
D. CONSTRUCTION STORMWATER QUALITY CRITERIA
During the construction process silt fences, straw bales, and check dams will be
used to minimize sediment transport throughout the site. Silt Fence shall be used
to filter sediment from small disturbed areas in sheet flow. Gravel check dams
and straw bales will be installed to dissipate velocities. Sediment buildup will be
periodically removed from behind straw bales and stone check dams during
construction. Flow frorn dewatering operations will be tested to ensure its
November 2003 P-3 & J Park and Carage
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cleanliness before being discharged. A Stonnwater MangementiBest
Management Practices Plan will be implemented during the construction process.
CONCLUSIONS
The proposed development ofthe P 3 & J Park and Garage does not significantly
irnpact surface stormwater runoff or the downstream watershed. Off-site and on-
site drainage basins have been analyzed and used to size proposed drainage
facilities. Storm sewer and inlets have been designed to adequately convey the
appropriate design storms. The proposed drainage system will greatly improve
stormwater runoff from the site by removing it from the surface. Measures have
been taken to address stormwater quality during construction and on a permanent
basis.
Prepared By:
Mark B. Tarrall. PE
Peak Civil Engineering, Inc
It-iffi'l
November 2003 P-3 & J Park and Garase
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I VII. APPENDIX A
I TTYDROLOGIC CALCULATIONS
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RUNOFF
TABLE RO-5
Runoff Coefficients, C
Paraanfr.lo
lm peryrousness Type C and D NRCS Hydrolollql9qtqg!!!__
2-vr 5-yr 10-yr 25-vr 50-yr 1OO-vr
0o/o 004 0.1 5 0.25 0.37 0.44 0.50
5%0.08 0.1 B 0.28 0.39 0.46 0.52
10%0.1 1 0.21 0.30 0.41 0.47 0.53
15%0.24 4.32 0.43 0.49 i E^
20%0.17 0.26 ^1n 0.44 0.50 0.55
25%0.20 0.28 0.36 0.46 0.51 0.56
30%0.22 0.30 03B 0.47 0.57
35%0.25 0.33 0.40 0.48 0.57
40To 0.28 0.35 0.42 0.50 0.54 0.58
45%0.31 0.37 0.44 0.51 0.55 0.59
50%0.34 0.40 0.46 0.53 o.57 0.60
55%0.37 0.43 0.48 0.55 0.58 0.62
600/o 0.41 0.46 0.51 0.57 0.60 0.63
65%0.45 0.49 0.54 0.59 u.oz 0.65
70%0.49 0.53 u.c /u -oz U.bJ 0.68
7s%0.54 0.58 0.62 0.66 0.68 0.71
B0%0.60 0.63 0.66 0.70 0.72 0.74
85%0.66 0.68 0.71 n7c 0.77 0.79
90%0.73 0.75 0.77 0.80 0.82 0.83
95%0.80 0.82 0.84 0.87 0.88 0.89
100%0.89 0.90 0.92 0.94 0.95 0.96
I voe tr NRCS Hydrologic Soils QPqP
jYo 0.02 0.08 0.15 0.25 0.30 0.35
co/0.04 0.10 U. IY 0.28 0.33 0.38
10%0.06 0.14 0.22 n e{0.36 0.40
15%0.08 0.17 0.25 0.33 0.38
20Yo 0.12 0.20 0.27 0.35 0.40 0.44
25Yo 0.15 0.22 0.30 0.37 0.41 0.46
30%0.18 0.25 0.32 0.39 0.43 0.47
aEo/0.20 0.27 0.34 0.41 0.44 0.48
40%0.23 0.30 U,JO 0.42 0.46 0.50
45%0.26 0.32 0.38 0.44 0.48 0.51
50%0.29 0.35 0.40 0.46 0.49 0.52
550k 0.33 0.38 0.43 0.48 0.51 AEA
60%0.37 0.41 0.46 u.c I 0.54 0.56
650k 0.41 0.49 u.czl 0.57 0.59
TOYo 0.45 0,49 0.53 0.58 0.60 0.62
7SYo 0.51 0.54 0.58 0.62 0.64 0.66
B0%0.57 0.59 0.63 0.66 0.68 0.70
B5%0.63 0.66 0.69 0.72 0.73 0.7s
9)Yo 0.71 0.73 0.75 0.78 0.80 0.81
95%0.79 0,81 0.83 0.85 0.87 0.88
100Yo 0.89 0,90 0.92 0.94 0.95 0.96
Qru,, l l"p-6i,J $-nair\ Iriltagft,,f (g ie-'e' ,' i,,5 "'.\l,r-
tir'ur.;iv\E 1. j;liei Zt-:;.'r
I
0612001 Ro-11
Urban Drainage and Flood Contr-ol D slficl
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a.Fr-|J9-u1 ulruup|Il fro|ll-T-e09 P.0t/0r F-]40
iN l-Er!S/i- Y - DUF,4T rcln
FREQUENCy CU1VES
rc
( TIME
o4A
MINUIESJ,
vAlL ,COLORADO
oo
V[I. APPENDIX B
ITYDRATJLIC CAL CT]LATIONS
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B1Hanson Ranch Road - Street Capacity -
Worksheet for lrregular Channel
Project Description
Project File
Worksheet
Flow Eiement
Method
Solve For
p:\1 100-1 199\1 1 67\docs\street-c.fm2
Hanson Ranch Road
lnegular Channel
Manning's Formula
Discharge
lnput Data
Channel Slooe
Water Surface Elevation
Elevation range: 0.00 ft to 0.50 ft.
0.050000 fuft
0.32 ft
Station (ft)
0.00
0.01
2.00
10.00
Elevation (ft)
0.50
0.00
0.'17
0.33
Start Station
0.00
2.O0
End Station
2.00
10.00
Roughness
0.013
0.015
Wtd. Mannings Coefficient
Discharge
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
0.015
5.42
'1 .06 ft2
9.97 ft
9.65 ft
0.32 ft
0.42 ft
0.004975 fvft
5.12 fUs
0.41 ft
0.73 ft
z-15
drs(:
'a I ": '"- €2
r1V\-/ i-
11t12t03
09:35:16 AM
FlowMaster v5.'l 5
Page 1 of 1Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666
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t Gore Creek Drive - Street Capacity - 83
Worksheet for lrreoular Channel
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Project Description
Project File
Worksheet
p:\1 100-1 199\1 167\docs\street-c.fm2
Gore Creek Drive
Flow Element lnegular Channel
Method Manning's Formula
Solve For Discharqe
Channel Slooe
Water Surface Elevation
Elevation range: 0.00 ft to '1.07 ft.
Station (ft) Elevation (ft)
0.008000 fuft
0.40 ft
Start Station
0.00
2.00
Roughness
0.013
0.015
.l*\a n ' l-rli,
*: t ?sa t,
0.00
0.01
z.vv
21.O0
0.50
0.00
o.17
1.07
End Station
2.00
21.00
Results
Wtd. Mannings Coefficient 0.014
Discharge
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
3.34 cfs Q.t , tla. '\ 1 /'.<vrv I v1.20 tf
7.31 ft
6.90 ft
0.40 ft
0.42 ft
0.00571 1 fvft
2.78 fVs
0.12 ft
0-52 ft
1.17
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09:56:18 AIV
Flow is suoercritical.
a>" f a ..:,:'
i- r u.".. r
FlowMaster v5.15
Page 1 of 1Haestad Methods, Inc.37 Brookside Road Waterbury, CT 06708 (203) 755-1666
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PEAK LAND CONSULTANTS, INC,
PEAK CML ENGINEEF||NG. INC.
PEAK LAiID SURVEYIIIG INC,
970-476-564 FrJ( 97G47F8616
'1000 UOI'IS RDCE LOOP VAIL C! 8l6t
JCts *
DATE
SHEET No.
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970-476-8644 FM 970-476-8616
1000 uoNs HDGE LOOb VA|L CO8l6t
,or*) v!,! 1,,r,-
CALCULATED BY
--]
JCS +
CHECKED BY DATE
SCALE SHEET Nc.
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Grate K-Chart
cAT. t{O.- R-3a90-a
OE SCRIPTIOH. TYPE
FLOW
nff nnt]ilntlnntttf tf nnnilniln
Page 1 of2
To print K-chart, click ctrl-P.
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{4
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st
st
234
sr
= Transverse Gutter Slope %
= Longitudinal Gutter Slope %
K = Grate lnlet Coefficient
r-I
t'K" vs. ,Sg
L++-.//.,-,^,, -f^^ ^^*/l:+--^+.,-^/t -^^L.,?a.trea+a^a^.^lti^./l' r']na* ''h'"?i,,lenfifier:? ? On- A 11 1)11O07
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Grate K-Chart
cAT. N0.- R-3382
DE S CqIPTIOI{. TYPE C
FLOtf
--+
Page I of2
To print K-chart, click ctrl-P.
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I.lt*te
n|
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srt'*--J
60
50
.to
K
30
1V
tn
234
S,
S - = Transverse Gutter Slope %
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S
,- = Longitudinal Gutter SloPe %
K = Grate Inlet Coefficient
' t'K" v$,.s1
_|l|.lll ll
G
=s
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DMINAGE CRITERIA HANUAL
TABLE 2.I
REDUCTION FACTORS TO APPLY TO INLETS
STORI{ INLETS
Percentagc of Theoret i ca I
Caoacl tY Al I owed
-
80t
50tt.
652
80t
752
503
bsrs 503
ll0?.of that listed for
tyPe of grate utilized
Condltlon
-rD-Sunp
Sump
Sump
Con t I nuous Grrdc
Contlnuous Gredc
Contlnuous Grrdc
Contlnuous Gradc
Continuous Grrdc
lnlat TvPc
-
Curb Openlng
G ra ted
Comblnatlon
Curb Opcn ing
Dcf I cctor
Longl tudinal Bar Grated
Transvcrse Bar Gratc or
Longitudinal Bar Grate
lncorporat i ng t ransversc
Comblnatlon
r0- r 5-68
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Storm Sewer 81 - 25 Yr Event
Worksheet for Circular Channel
Pro.lect Description
Project File
Worksheet
Flow Element
Method
Solve For
o:\1 100-1 199\1 1 67\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Deoth
lnput Data
Mannings Coefficient 0.010
Channel Slope
Diameter
Discharge
0.028100 fvft
12.00 in
2.22 cfs
0.37 ft
0.26 ft2
1.30 ft
0.96 ft
0.64 ft
36.60
0.004253fuft
8.53 fUs
1.13 ft
1.50 ft
8.35 cfs
7 .76 cfs
0.002298 fvft
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
11t12103
O1:43:26 PM
FlowMaster v5.1 5
Page 1 of 1Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
ft
ft2
ft
ft
ft
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Storm Sewer 81 - 50 Yr Event
Worksheet for Circular Channel
Prolect Description
Project File
Worksheet
Flow Element
Method
Solve For
p:\1 1 00-1 1 99\1 1 67\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Depth
Input Data
ManningsCoefficient 0.010
Channel Slope
Diameter
Discharge
0.028100 fvft
12.00 in
2.61 cfs
0.40
0.29
1.37
0.98
u.o9
'lo oq
0.004662 fvfr
8.9'1 flls
1.23 ft
1.63 ft
2.87
8.35 cfs
7.76 cfs
0.003176 fvft
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
11t12tO3
01:43:02 PM
FlowNy'aster v5.15
Page 1 of 1Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
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Storm Sewer B1 + 83 - 25 Yr Event
Worksheet for Circular Channel
Proiect Descriotion
Project File
Worksheet
Flow Element
Method
Solve For
o:\'l 100-1 1 99\1 1 67\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient 0.010
Channel Slope
Diameter
Discharge
0.010000 fvft
12.00 in
4.12 cfs
0.73 ft
0.62 ft2
2.06 ft
0.88 ft
0.86 ft
73.45
0.007356 fvft
6.66 fUs
0.69 ft
1.42 ft
1.40
4.98 cfs
4.63 cfs
0.007914fvft
Depth
Flow Area
Wefted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
11t12tO3
01:47:06 PM
FlowMaster v5.1 5
Page 1 of 1Haestad Methods, lnc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
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Storm Sewer 81 + 83 - 50 Yr Event
Worksheet for Circular Channel
Proiect Descriotion
Project File
Worksheet
Flow Element
Method
Solve For
pl1 1 00-1 199\1 1 67\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient 0.010
Channel Slope
Diameter
Discharge
0.010000 fuft
12.00 in
4.84 cfs
0.87 ft
o.72 ff
2.40 ft
0.68 ft
0.91 ft
86.74
0.009550 fuft
6.69 fUs
0.70 ft
4EA fT
1.14
4.98 cfs
4.63 cfs
0.010921 fvft
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
't 'l t1aa3
O1.47:25 PM
FlowMaster v5.15
Page I of 1Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
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Storm Sewer 82 - 25 Yr Event
Worksheet for Circular Channel
Proiect Descriotion
Project File
Worksheet
p:\1 100-1 1 99\1 1 67\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Deoth
Input Data
ManningsCoefficient 0.010
Channel Slope
Diameter
Discharge
0.010000 fvft
8.00 in
0.87 cfs
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
0.35 ft
0.19 ft,
1.09 ft
0.67 ft
0-44 ft
53.15
0.005070 fuft
4.61 fUs
0.33 ft
0.69 ft
1.53
1.69 cfs
1.57 cfs
0.003067fvfr
11t21t43
02:45:44 PM
FlowMaster v5.15
Page 'l of 1Haestad Methods, lnc. 37 Brookside Road Waterburv. CT 06708 (203) 755-1666
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Storm Sewer 82 - 50 Yr Event
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
p:\1 100-1 1 99\1 167\docs\street-c.fm2
Storm Sewer Hydraulic Calculatrons
Circular Channel
Manning's Formula
Solve For Channel Deoth
Input qata
ManningsCoefficient 0.010
Channel Slope
Diameter
Discharge
0.010000 fuft
8.00 in
1 .02 cfs
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
0.39 ft
o.21 ft2
1.16 ft
0.66 ft
0.48 ft
58.69
0.005618 fuft
4.79 fVs
0.36 ft
0.75 ft
1.48
1 .69 cfs
1 .57 cfs
0.004216 fuft
11t21tO3
02:46:03 PM
FlowMaster v5,15
Page 1 of 1Haestad N4ethods, Inc 37 Brookside Road Waterburv. CT 06708 (203) 755-1666
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Storm Sewer B1+82+83 - 25 Yr Event
Worksheet for Circular Channel
Proiect Descriotion
Project File
Worksheet
Flow Element
Method
Solve For
o:\1 100-1 1 99\1 1 67\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Deoth
Input Data
Mannings Coefficient 0.010
Channel Slope
Diameter
Discharge
0.010000 fuft
18.00 in
4.99 cfs
0.63 ft
0.70 ft2
2.11 ft
1.48 ft
0.86 ft
41.82
0.003415fufr
7.12 fVs
0.79 ft
1.42 ft
{ a')
14.69 cfs
13.65 cfs
0.001 335 fvft
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Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
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02:44:23 PM
FlowMaster v5.15
Page 1 of 1Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
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Storm Sewer B1+B2+B3 - 50 Yr Event
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
p11 1 00-1 199\1 1 67\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Deoth
Input Data
ManningsCoefficient 0.010
Channel Slope
Diameter
Discharge
0.010000fufl
18.00 in
5.86 cfs
0.69 ft
0.79 f12
2.23 ft
1.49 ft
0.93 ft
45.77
0.003641fvft
7.43 fUs
0.86 ft
1.54 ft
1.80
14.69 cfs
13.65 cfs
0.001842fvft
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Depth
Flow Area
Wetted Perimeler
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
I 11t21tO3
02:44:38 PM
FlowMaster v5.15
Page 1 of 1Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
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Storm SewerAll Basins+Gw -25 Yr Event
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
p:\1 100-1 1 99\1 167\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient 0.010
Channel Slope
Diameter
Discharge
0.027500 fuft'18.00 in
17.70 cfs
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
1.00 ft
1.25 ft2
2.86 ft
1.42 ft
1.45 ft
oo.cJ
0.014711Wft'14.18 fVs
3.12 ft
4.12 ft
2.66
24.36 cfs
22.64 cfs
0.016802 fuft
Notes:
I Storm Sewer B1+GC1+lncrease in B2+B3+Groundwater Flows
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FlowMaster v5.15
Page 1 of 1Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
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Storm Sewer All Basins+GW - 50 Yr Event
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
p:\1 100-1 1 99\1 167\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Deoth
Input Data
Mannings Coefficient 0.010
Channel Slope
Diameter
Discharge
0.027500 fvft
18.00 in
20.55 cfs
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
1.12 ft
1.42 ft2
3.13 ft
1.30 ft
't.47 ft
74.69
0.020307 fuft
14.52 fVs
3.27 ft
4.40 fl
2.40
24.36 cfs
22.64 cfs
o.022649ft/ft
Notes:
I Storm Sewer B1+GC1+lncrease in B2+B3+Groundwater Flows
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FlowMaster v5.15
Page 1 of 1Haestad lMethods, Inc. 37 Brookside Road wate.bury, CT 06708 (203) 755-1666
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Storm Sewer-Grou ndwater Dewaterin g
Worksheet for Circular Channel
Proiect Descriotion
Project File
Worksheet
Flow Element
Method
Solve For
p:\1 100-1 1 99\1 1 67\docs\street-c.fm2
Storm Sewer Hydraulic Calculations
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient 0.010
Channel Slope
Diameter
Discharge
0.020000 fvft
18.00 in
7.46 cfs
0.65 fl
0-73 ft'
2.',t5 ft
1.49 ft
1.06 ft
43.13
0.004173fvft
10.22 fVs
1.62 ft
2.27 ft
2.57
20.77 cfs
19.31 cfs
0.002985 fuft
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
Notes:
Groundwater Flows
11t21tO3
03:30:24 PM
FlowMaster v5.1 5
Page I of 1Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
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El6vation View
lso Vi.w
Fd RdnE. Onl,
SAA'D
. '' INTEFCEPIOR
Plan View
SAND/O\L SEPARATOR
$o*o.",*'
fil|(pn/4,' Dhirio||
$ou.",oi
fitfiDRdr- Dtuision
sANp/otL ,MTERCEPTOR CHART
loo€L Nq 6a T'f lER oEPltl
oil t'o|l '0'ort T ott T'|EIGTII
J20 ,(IF!O a'-o'6 -0'2',-?'5-o't-ro'
500 a||!-El a'-0't'-o't-2'J-O't-to'I t.6Jl
1lb 'tt tFg,a-o-2'-6'2'-6'{-o'J'-ro'lra.Ofl
t00()at1r5-9 ,l -O-3 -5'rt'-5'16:5r
r 2!o a !F9 a'-o'4'-O'1'-2't'-0'4'-to'16,a31
r5t|o at l5-9 1'-O'5'-0'6'-0'5 -to-tE.aJ1
1a@ al tt!-so t -6-!'-E'6'-4'm,0J1
20m ar r7-s0 {-o-!'-0-d-2'7 -O'0'-r0'2t,231
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FEAK U,\iD CC I'iSLLTA,V.rS, :1";C.
PROJECT NAME TITLE:
SAND OIL SEPARATORP3&JPARKANDGARAGE
VAIL'S FRONT DOORD.\TE: I l-l{)()j
SCALE: N A
PROJECT No.: 1167 FIGURE No,: S 1
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IX. APPEI\DIX C
PLAN SHEETS
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P_3 & J DRAINAGE BASIN PLAN
EXISTING CONDITIONS
TOWN OF VAIL
EAGLE COUNTY. COLORADONCDATtDESCRIPTiON8Y
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